The URL can be used to link to this page

Home My WebLink About9231_BrownfieldRdCDLF_UpdatedDesignHydroPhase2B_DIN26088_20160415.pdf Design Hydrogeologic Report Brownfield Road C&D Landfill SWS Permit No. 92-31 Prepared for: Wake Reclamation, LLC Raleigh, North Carolina (A Subsidiary of Waste Industries, USA, Inc.) October 2015 Prepared by: © 2015 Smith Gardner, Inc. This document is intended for the sole use of the client for which it was prepared and for the purpose agreed upon by the client and Smith Gardner, Inc. This page intentionally left blank. This page intentionally left blank. Brownfiled Road C&D Landfill- Phase 2B Design Hydrogeologic Report October 2015 Executive Summary Page i Executive Summary This Design Hydrogeological Study was undertaken to assess the local and regional geologic, hydrogeologic and hydrologic characteristics of the uppermost aquifer regime at the proposed C&D Phase 2B expansion at the Brownfield Road C&D Landfill. Requirements for the Design Hydrogeologic Study are described in Rule 15A NCAC 13B, .1623 (b) and .0538 (b). The Brownfield Road landfill is located in Wake County approximately 2 miles off Rock Quarry Road near the Johnston County line. The site is located in the Piedmont Physiographic Province and the Neuse River drainage basin. The area designated for the Phase 2B expansion is currently used to stockpile soil. The surrounding area is mixed rural residential, undeveloped property and city owned. The proposed Phase 2B expansion will consist of approximately 8.2 acres, located north of the Phase 2A Stage 2 area. Historic borings indicate the subsurface is primarily silty and clayey sand above partially weathered granite and granite bedrock. Groundwater conditions have been characterized using 35 monitoring wells and piezometers located in and around the C&D expansion area. Groundwater elevations in the Phase 2B area range from approximately 200 ft amsl1 to 220 ft amsl. Locally, the facility is bounded by the Neuse River and its tributaries to the west, south, north and northeast. Brownfield Road bounds the property to the east. Generally, groundwater flows through the weathered granite PWR and secondary fracture porosity northwest towards the Neuse River and its tributaries. Based on findings from this and past investigations the geology and hydrogeology at the site are well understood and we conclude this site can be effectively monitored and meets Permit to Construct (PTC) requirements. 1 amsl = above mean sea level This page intentionally left blank. Brownfield Road C&D Landfill -Phase 2B Design Hydrogeologic Report October 2015 Table of Contents Page i Wake Reclamation, LLC Brownfield Road C&D Landfill Phase 2B Raleigh, North Carolina Design Hydrogeologic Report Table of Contents Page 1.0 INTRODUCTION ......................................................................................................... 1 1.1 Study Purpose and Scope ......................................................................................... 1 1.2 Site Background ........................................................................................................ 1 2.0 SITE AND FACILITY DESCRIPTION ............................................................................ 2 2.1 Location and Area Use .............................................................................................. 2 2.2 Previous Site Studies ................................................................................................ 2 3.0 GEOLOGY AND GROUNDWATER CHARACTERISTICS ................................................. 3 3.1 Surface Topography and Drainage ........................................................................... 3 3.2 Site Investigation Methodology ................................................................................. 3 3.3 Soil Characteristics ................................................................................................... 4 3.4 Regional and Site Geology......................................................................................... 4 3.4.1 Regional Geologic Characteristics ............................................................... 4 3.4.2 Site Geologic Characteristics ....................................................................... 4 3.4.3 Laboratory Analyses ..................................................................................... 5 3.4.4 Potential Natural or Man-Made Influences on Groundwater Levels .......... 5 3.5 Site Hydrogeology ...................................................................................................... 5 3.5.1 General .......................................................................................................... 5 3.5.2 Aquifer Pump Testing and Analysis .............................................................. 5 3.5.3 Potentiometric Surface and Groundwater Gradients .................................. 6 3.5.4 Groundwater Recharge/Discharge ............................................................... 6 3.5.5 Composite High Groundwater Trends .......................................................... 7 3.5.6 Summary of Aquifer Characteristics ............................................................ 7 4.0 WATER QUALITY MONITORING PLAN ........................................................................ 8 5.0 LANDFILL GAS MONITORING PLAN .......................................................................... 9 Brownfield Road C&D Landfill -Phase 2B Design Hydrogeologic Report October 2015 Table of Contents Page ii Table of Contents Continued FIGURES Figure 1 Existing Conditions Figure 2 Topographic Map Figure 3 Aerial Photograph Figure 4 Phase 2B Site Map Figure 5 Bedrock Contour Map Figure 6A Geologic Cross Section A-A’ Figure 6B Geologic Cross Sections B-B’ Figure 6C Geologic Cross Sections C-C’ Figure 7A Long-Term Seasonal High Potentiometric Groundwater Surface Map Figure 7B 2015 Potentiometric Groundwater Surface Map TABLES Table 1 Well Construction Details Table 2 A Historic Groundwater Table Elevations Table 2 B Historic Monitoring Well Location Groundwater Elevations Table 3 Geotechnical Test Results Table 4 Historical Precipitation Data (1975-2012) with Hydrograph Table 5 Horizontal Gradient and Ground Water Velocity Table 6 Subgrade Separation Summary APPENDICES Appendix A Boring Logs Appendix B Geotechnical Laboratory Data Appendix C Aquifer Pump Test Results Brownfield Road C&D Landfill - Phase 2B Design Hydrogeologic Report October 2015 Page 1 1.0 INTRODUCTION 1.1 Study Purpose and Scope This Design Hydrogeological Study was prepared to assess the local and regional geologic, hydrogeologic and hydrologic characteristics of the uppermost aquifer regime at the proposed expansion of the Brownfield Road C&D Landfill into the Phase 2B area. Collected field information was used to determine subsurface hydrogeologic and engineering properties, to evaluate hydrogeologic and geologic conditions, to identify base grade elevations for compliance with vertical separation requirements and to design effective monitoring plans for early detection of a potential release into groundwater and potential landfill gas migration. Data, conclusions and recommendations for hydrologic and geologic conditions are provided to fulfill the requirements for the Design Hydrogeologic Study described in Rule 15A NCAC 13B, .1623 (b). 1.2 Site Background The proposed C&D Phase 2B expansions will operate under NC Solid Waste Permit 82- 02. Subsurface investigations have previously been conducted for Phase 1 and Phase 2A; historic investigations are discussed in Section 2.2. The initial Permit to Operate (PTO) was issued October 1, 2003 and the most recent cell PTO was issued October 14, 2014 for Phase 1 and 2A. The Brownfield Road C&D Landfill Facility (92-31) covers approximately 210 acres. The proposed disposal areas include the currently active northern area (approximately 45 acre waste footprint) and a future southern area (approximately 24.2 acre waste footprint). The proposed Phase 2B expansion will consist of approximately 8.2 acres, located north of the Phase 2A Stage 2 area. The existing facility conditions are shown on Figure 1. The facility meets the applicable location requirements of Rule 15A NCAC 13B .0503. This document and its attachments meet the hydrogeological report requirements outlined in Rule.0538 (a) and (b). Design submittal requirements of .0535, including a Facility Plan, Engineering Plan, Construction Quality Assurance (CQA) Plan, Closure/Post Closure Plan, and Operations Plan, are addressed elsewhere in the permit application. A certified Water Quality Monitoring Plan (WQMP) was prepared in accordance with Rule .0544 and is included as Attachment L. A Landfill Gas Monitoring Plan, in accordance with NCDEQ Landfill Gas Monitoring Guidance Document (November 2010) and 15A NCAC 13B .0544(d) is provided as Attachment M. Brownfield Road C&D Landfill - Phase 2B Design Hydrogeologic Report October 2015 Page 2 2.0 SITE AND FACILITY DESCRIPTION 2.1 Location and Area Use The Brownfield Road C&D Landfill Facility is located in southeastern Wake County about 2 miles northeast of Rock Quarry Road. The site topography on the U.S.G.S topographic map, from the NC Clayton and Garner quadrangles, is shown as Figure 2. Figure 3 shows an aerial photograph of the site and surrounding area. The land area for the proposed Phase 2B development is currently used for soil stockpile. The surrounding area is mixed rural residential, undeveloped property and city owned. Public road haul routes are shown on Figure 2. 2.2 Previous Site Studies Joyce Engineering developed the approved design hydrogeologic study with groundwater monitoring plan for Phase 1 in December 2001, revised April 2002. David Garrett and Associates wrote the approved Hydrogeologic Design Report and Water Quality Monitoring Report for Phase 2 (Phase 2A, Stage 2 and Phase 2B) in June 2008 (revised 9- 17-09). Both these reports referenced the Water Resources Research Institute (University of North Carolina) Special Report Series No. 20, “A study of nitrate movement to groundwater at the Neuse River Waste Water Treatment Plant” (Welby, 2000), which included test borings installed on the site in the early 1990’s by Law Engineering. Numerous wells, borings and test pits have been advanced across the site as well as in the Phase 2 area. It should be noted that although a PTC was previously prepared that included Phase 2B, no PTC was issued at that time for Phase 2B. A map of the Phase 2B area is presented as Figure 4. Brownfield Road C&D Landfill - Phase 2B Design Hydrogeologic Report October 2015 Page 3 3.0 GEOLOGY AND GROUNDWATER CHARACTERISTICS 3.1 Surface Topography and Drainage The site is located in the Piedmont Physiographic Province of North Carolina and in the Neuse River drainage basin. The existing topography, including the active landfill, ranges from 230 to 310 feet above mean sea level (amsl). Existing topography in the proposed Phase 2B area ranges from 230 feet amsl along the northeastern boundary near the creek to 285 feet amsl at the high point of the soil stockpile. Groundwater flow characteristics are well understood. The Phase 2B area was included in the Phase 2 Permit to Construct Application2 prepared by David Garrett, approved March 17, 2010 and semi-annual groundwater monitoring from the network surrounding the site has been ongoing. In the uppermost aquifer, groundwater elevations at the site generally follow topography south east to the discharge point (Neuse River tributaries). 3.2 Site Investigation Methodology The approximately 25 acre Phase 2 area was investigated utilizing approximately 50 historic soil borings, advanced to depths up to 92 feet below ground surface (bgs) for the approved PTC Application prepared by David Garrett and Associates in 2010. Phase 2B consists of 8.2 acres in the northern area the previously permitted Phase 2. Wells/borings in the Phase 2B area include G-borings, two test pits and a few test wells. The test wells and test pits were installed/excavated as part of the site suitability in 1990. Additional piezometers and borings have been installed at the site as part of the permitting process for Phases 1 and 2A, but have since been abandoned. The G-wells were installed in 2008 by David Garrett and Associates related to the Phase 2 PTC application. This study relies on historical field investigations and no additional subsurface investigation was conducted for Phase 2B for this submittal. Previously advanced borings within the footprint of the proposed Phase 2B expansion, not already abandoned, will be abandoned in accordance with 15A NCAC 02C .0113. Well locations are illustrated on Figure 1. To provide a comprehensive subsurface representation, available boring logs and related information from previous investigations are included in Appendix A. Table 1 presents a well construction detail summary. Table 2A relates a historic groundwater data summary from on-site borings and piezometers and Table 2B presents the groundwater data summary from the on-site Monitoring Well Locations. Historic groundwater tables include data from each piezometer since installation. 2 Design Hydrogeologic Report (submitted as part of the Phase 2 Permit to Construct Application), WCA Material Recovery, LLC, Permit #92-31, prepared by David Garrett and Associates, Revised 9-17-09, approved March 17, 2010. Brownfield Road C&D Landfill - Phase 2B Design Hydrogeologic Report October 2015 Page 4 3.3 Soil Characteristics According to the USDA web soil survey3, soils in the proposed Phase 2B area are generally classified as the Durham Loamy Sand, the Wedowee Sandy Loam, the Appling Sandy Loam and the Louisburg Loamy Sand. The majority of the area is underlan by Durham Loamy Sand, which is a well-drained soil with a moderately high capacity to transmit water; slopes range from two to six percent. The Wedowee Sandy Loam which is a well-drained soil with a moderately high to high capacity to transmit water; slopes range from six to ten percent, is also well represented in the Phase 2B area. 3.4 Regional and Site Geology 3.4.1 Regional Geologic Characteristics The Brownfield Road C&D Landfill facility is located in the eastern portion of the North Carolina Piedmont Physiographic Province. Regionally the Eastern Piedmont encompasses crystalline rock, Cretaceous and Tertiary sediments, various metamorphic belts and multiple intrusions. Locally, the site is located in the Raleigh belt of the Eastern Piedmont; typically layered hornblend geniss, amphibolite and biotite granitoid gneiss. Many medium to high grade gneiss and schist have been intruded by graniotoid plutons. The Rolesville Batholith is one of the largest plutons in the Eastern United States; it is located the southern core of the Raleigh Belt, roughly along the Wake-Warren Anticlinorium4. The Rolesville Batholith is present on the Brownfield Road site. 3.4.2 Site Geologic Characteristics Over past investigations, numerous wells and test pits were installed and abandoned across the facility. Borings were advanced using a combination of hollow stem auger and Geoprobe techniques. Auger refusal was encountered at depths ranging from 5 to 50 feet bgs and no bedrock outcrops were observed in the proposed footprint. Silty sand, sandy silt and sandy clay were the primary soils encountered above partially weathered rock (PWR) and auger refusal. In this report, PWR is defined as soils with a standard penetration test blow count of 100+ blows per foot. In general, weathered granite PWR in the Phase 2B area was encountered at approximately 35 ft bgs, and auger refusal ranged from 50 ft bgs to 60 ft bgs. A bedrock contour map is presented as Figure 5. Geologic cross sections for the Phase 2B Areas are presented as Figures 6A, 6B and 6C. 3 Web Soil Survey, US Dept. of Agriculture, Natural Resource Conservation Service. http://websoilsurvey.nrcs.usda.gov/app/HomePage.htm 4 Stoddard, E. F., Farrar, S. S., Horton, J. W., Butler, J. R. and Druhan, R. M., 1991, The Eastern Piedmont in North Carolina, in Horton, J. W. and Zullo, V. A., eds., The Geology of the Carolinas, Carolina Geological Society Fiftieth Anniversary Volume, Knoxville, University of Tennessee Press, pp. 79-92. Brownfield Road C&D Landfill - Phase 2B Design Hydrogeologic Report October 2015 Page 5 3.4.3 Laboratory Analyses Historic borings (P-8 from Phase 1 and G-13 and G-17 from Phase 2) were analyzed for geotechnical parameters including grain size and Atterberg limits. Silty and clayey sand were the primary soil types identified (Unified Soil Classification System) based on laboratory analysis. Effective Porosity, estimated using the Fetter5 Textural Classification diagram, ranged from 15% to 35%, with the more clayey soils in the under 20% range. A geotechnical laboratory testing summary is presented on Table 3. Laboratory testing was performed in accordance with the appropriate ASTM test procedures. Geotechnical laboratory data is included in Appendix B. 3.4.4 Potential Natural or Man-Made Influences on Groundwater Levels Potential natural influences on long-term water table fluctuations include the low-yield sediments and bedrock of the Raleigh Belt and the Rolesville Batholith. This is discussed in more detail in Section 3.5. Based on the existing conditions and potential future use of this property, there should not be man-made influences on the groundwater table elevation. 3.5 Site Hydrogeology 3.5.1 General Groundwater conditions have been characterized at the site using 50 piezometers located in and around the proposed Phase 2 area and 9 monitoring wells positioned around the entire northern waste footprint. In the Phase 2B area, the uppermost, unconfined aquifer is located at an approximate elevation of 200 feet to 215 feet amsl6. Table 1 presents the piezometer construction information, while Table 2A presents groundwater elevation observations over time. Generally, groundwater flows through the weathered granite PWR and secondary fracture porosity northwest towards the Neuse River and its tributaries. 3.5.2 Aquifer Pump Testing and Analysis Rising head slug tests were performed on Phase 2 wells by David Garrett and Associates. This data was used to calculate conductivity with the HydroSOLVE, Inc. AQTESOLV for WindowsTM program according to the Bouwer and Rice method. Hydraulic conductivity in Phase 2B ranges from 1.47 x 10-4 cm/sec in G- 4 to 3.71 x 10-3 cm/sec in G-19. Flow rates were higher in the upper sandy material and slowed with depth into the PWR and the secondary bedrock porosity Related tables from previous reports are included in Appendix C. Data for wells in the Phase 2B cell is presented in Table 5. 5 Fetter, Applied Hydrogeology, 4th edition, 2001, pg80. 6 amsl = above mean sea level Brownfield Road C&D Landfill - Phase 2B Design Hydrogeologic Report October 2015 Page 6 3.5.3 Potentiometric Surface and Groundwater Gradients Historically, high groundwater levels typically occur in the spring from March to May and low groundwater levels typically occur in the fall from September to November. A seasonal high groundwater potentiometric surface map for 2015 was prepared from piezometer and monitoring well data presented as Figure 7A. The potentiometric surface indicates groundwater across the site flows generally northwest towards the unnamed tributaries of the Neuse River. Historic groundwater elevations are available for both the Phase 1 and Phase 2 landfill units; this data was used to create a Long-Term Seasonal High Groundwater Potentiometric Surface Map presented as Figure 7B. The potentiometric data (Table 2A and 2B) and aquifer testing data (Appendix C) are suitable to identify recharge and discharge zones, determine flow directions and gradients, and estimate groundwater flow velocities. Groundwater velocities were calculated using conductivity values derived from aquifer test data performed in 2001 by Joyce Engineering for the Phase 1 Permit Application and June 2008 by David Garrett and Associates for the Phase 2 Design Hydrogeologic Report. Groundwater velocity for the Phase 2B unit was calculated using the equation: V = Ki/n Where: V = Groundwater Velocity K = Hydraulic Conductivity (from rising head tests) i = Hydraulic Gradient (from water table elevations) n = Porosity (based on referenced values). Groundwater gradients were measured from the 2015 seasonal high groundwater map. Groundwater gradients for Phase 2B (units are ft/ft) vary from 0.0168 in G-14 to 0.02696 in G-17 with an average of 0.1759ft/day. Groundwater velocities range from 0.836 ft/day in G-19 to 0.0258 ft/day in G-4 with an average of 0.176 ft/day. A calculated groundwater velocity and gradient summary is provided as Table 5. 3.5.4 Groundwater Recharge/Discharge The uppermost aquifer at the site appears to exhibit lateral flow with potentiometric surfaces that generally reflect a subdued expression of the surface topography. The potentiometric surface from 2015 water quality monitoring is shown on Figure 7B and hydrogeologic cross-sections Figures 6A, 6B and 6C. Discharge from the uppermost aquifer occurs year-round into the Neuse River and its tributaries. Brownfield Road C&D Landfill - Phase 2B Design Hydrogeologic Report October 2015 Page 7 3.5.5 Composite High Groundwater Trends Groundwater recharge occurs through a balance of rainfall, evapotranspiration, surface run-off and infiltration. Historical rainfall data indicate that highest cumulative rainfall amounts typically occur in July through September. Peak rainfall amounts typically occur during the summer months; however, these are also times of elevated evapotranspiration. Precipitation data from 1980 through 2015 is included in Table 4 and the associated hydrograph. 3.5.6 Summary of Aquifer Characteristics Stratigraphy shown in the hydrogeologic cross-sections (Figures 6A, 6B and 6C) and described in detail in the boring records (Appendix A) indicates the uppermost aquifer at the site is an unconfined aquifer that consists of surficial unconsolidated silty and clayey sands with thick weathered granite PWR/Saprolite above bedrock in most areas. Phase 2B will be constructed with the approved four (4) foot vertical separation between subgrade elevation and long-term seasonal high water elevations or bedrock. The 2015 Potentiometric Surface Map (Figure 7B) indicates groundwater flows generally northwest. The upgradient portion of the site is located southwest of the proposed expansion area. Groundwater discharges into tributaries of the Neuse River. Brownfield Road C&D Landfill - Phase 2B Design Hydrogeologic Report October 2015 Page 8 4.0 WATER QUALITY MONITORING PLAN The intention of the water quality monitoring system is to effectively detect an early release of chemical constituents to the uppermost aquifer. The Water Quality Monitoring Plan is included as Attachment L to this report. This section is a summary of that proposed plan. The existing monitoring network includes six monitoring wells numbered MW-1, MW-2, MW-3, MW-4, MW-5 and MW-6AS. Three surface water monitoring locations numbered SW-1, SW-2 and SW-3 monitor unnamed tributaries to the east, west and south of the Phase 2 footprint. The existing monitoring network was revised7 and approved8 in September 2014 to remove bedrock monitoring locations and other previously proposed locations. Monitoring network details incorporated into the Water Quality Monitoring Plan are presented in Attachment L. In summary, the following proposed actions to develop the water quality monitoring plan to include the Phase 2B landfill unit. 1. Properly abandon existing piezometers in the Phase 2B footprint. (G-14, G-15, G-16, G- 17 and G-21). 2. Maintain existing monitoring locations. 3. Use existing surface water monitoring locations. 4. Continue semi-annual monitoring at existing monitoring locations. 7 Groundwater Monitoring Network Adjustment. Letter from Joan Smyth (Smith Gardner, Inc.) to Elizabeth Werner (NCDENR), September 10, 2014. 8 Approval of Groundwater Monitoring Network Adjustment. Letter from Elizabeth Werner to Donald Plessinger, September 16, 2015. DIN 21795. Brownfield Road C&D Landfill - Phase 2B Design Hydrogeologic Report October 2015 Page 9 5.0 LANDFILL GAS MONITORING PLAN The intention of the landfill gas monitoring system is to effectively detect potential migration of landfill gas in the subsurface. The Landfill Gas Monitoring Plan is included as Attachment M to this report. The existing LFG monitoring network uses four bar-hole locations north of the landfill and six landfill gas monitoring probes numbered LFG-5 through LFG-10 east of the landfill. Of these, LFG-5 through LFG-7 are proposed for abandonment due to their location adjacent to the unnamed tributaries and surface water features surrounding the site which prevent off-site migration of landfill gas in the subsurface. Additionally, the LFG bar-hole monitoring can be discontinued along the northern perimeter of the landfill due to surface water features on-site to the west and north of the disposal area. In summary, the following actions are proposed to for landfill gas monitoring at the site: 1. Remove existing LFG monitoring wells (LFG-5 through LFG 7 that are adjacent to surface water features that surround most of the site 2. Discontinue bar-hole monitoring. 3. Add vent monitoring for Vent #1 and Vent#2 related to the vent trench near MW-3. 4. Perform quarterly monitoring of the revised LFG monitoring network (Vent#1, Vent#2, LFG -8, LFG-9 and LFG-10) for the C&D landfill. This page intentionally left blank. FIGURES Design Hydrogeologic Report Wake Reclamation, LLC. Brownfield Road C&D Landfill - Phase 2B Raleigh, North Carolina This page intentionally left blank. G: \ C A D \ W C A B r o w n f i e l d \ B r o w n f i e l d 1 5 - 1 \ s h e e t s \ W I - D 1 0 6 9 . d w g - 10 / 2 / 2 0 1 5 2 : 3 4 P M NOT FOR CONSTRUCTION G: \ C A D \ W C A B r o w n f i e l d \ B r o w n f i e l d 1 5 - 1 \ s h e e t s \ W I - B 1 0 7 3 . d w g - 10 / 1 3 / 2 0 1 5 4 : 0 7 P M NOT FOR CONSTRUCTION G: \ C A D \ W C A B r o w n f i e l d \ B r o w n f i e l d 1 5 - 1 \ s h e e t s \ W I - B 1 0 7 3 . d w g - 10 / 1 3 / 2 0 1 5 4 : 0 7 P M NOT FOR CONSTRUCTION G: \ C A D \ W C A B r o w n f i e l d \ B r o w n f i e l d 1 5 - 1 \ s h e e t s \ W I - B 1 0 7 0 . d w g - 10 / 1 3 / 2 0 1 5 4 : 1 9 P M NOT FOR CONSTRUCTION G: \ C A D \ W C A B r o w n f i e l d \ B r o w n f i e l d 1 5 - 1 \ s h e e t s \ W I - D 1 0 7 1 . d w g - 10 / 1 4 / 2 0 1 5 4 : 1 3 P M NOT FOR CONSTRUCTION Alignment - AA G: \ C A D \ W C A B r o w n f i e l d \ B r o w n f i e l d 1 5 - 1 \ s h e e t s \ W I - D 1 0 7 2 . d w g - 10 / 1 4 / 2 0 1 5 2 : 5 9 P M NOT FOR CONSTRUCTION Alignment - BB G: \ C A D \ W C A B r o w n f i e l d \ B r o w n f i e l d 1 5 - 1 \ s h e e t s \ W I - D 1 0 7 2 . d w g - 10 / 2 1 / 2 0 1 5 1 0 : 5 4 A M NOT FOR CONSTRUCTION Alignment - CC G: \ C A D \ W C A B r o w n f i e l d \ B r o w n f i e l d 1 5 - 1 \ s h e e t s \ W I - D 1 0 7 2 . d w g - 10 / 2 1 / 2 0 1 5 1 0 : 5 4 A M NOT FOR CONSTRUCTION G: \ C A D \ W C A B r o w n f i e l d \ B r o w n f i e l d 1 5 - 1 \ s h e e t s \ W I - D 1 0 7 1 . d w g - 10 / 1 4 / 2 0 1 5 4 : 1 3 P M NOT FOR CONSTRUCTION G: \ C A D \ W C A B r o w n f i e l d \ B r o w n f i e l d 1 5 - 1 \ s h e e t s \ W I - D 1 0 7 1 . d w g - 10 / 1 4 / 2 0 1 5 4 : 1 3 P M NOT FOR CONSTRUCTION TABLES Design Hydrogeologic Report Wake Reclamation, LLC. Brownfield Road C&D Landfill - Phase 2B Raleigh, North Carolina This page intentionally left blank. Ta b l e 1 We l l C o n s t r u c t i o n D e t a i l s Br o w n f i e l d R o a d C & D L a n d f i l l - P h a s e 2 B MG 10/15/15 We l l N a m e Da t e In s t a l l e d Gr o u n d El e v a t i o n (a m s l ) Da t u m El e v a t i o n (a m s l ) Lo n g i t u d e L a t i t u d e We l l De p t h (b g s ) Co m p l e t i o n El e v a t i o n (a m s l ) To p o f Sc r e e n (b g s ) To p o f S c r e e n El e v a t i o n (a m s l ) Sc r e e n Bo t t o m (b g s ) S cr e e n Bo t t o m El e v a t i o n (a m s l ) Be d r o c k De p t h Be d r o c k El e v a t i o n PWR DepthPWR ElevationWater Elevation while Drilling24 Hour Water ElevationStabilized Water Elevation B- 3 1 0 / 1 / 2 0 0 1 2 5 6 . 0 0 N A 7 8 . 5 0 2 2 3 5 . 7 0 8 8 2 0 . 0 0 2 3 6 . 0 0 N A N A N A N A N E N E N E N E N A N A N A C- 7 3 / 1 1 / 2 0 0 8 2 8 5 . 4 9 N A 7 8 . 5 0 3 0 3 5 . 7 0 9 3 2 9 . 4 0 2 5 6 . 0 9 N A N A N A N A 1 6 . 4 0 2 6 9 . 0 9 N E N E D R Y D R Y N A C- 8 3 / 1 2 / 2 0 0 8 2 9 3 . 1 5 N A 7 8 . 5 0 2 8 3 5 . 7 0 9 0 3 0 . 3 0 2 6 2 . 8 5 N A N A N A N A 1 7 . 9 0 2 7 5 . 2 5 N E N E D R Y D R Y N A C- 1 0 3 / 1 4 / 2 0 0 8 2 9 0 . 1 0 N A 7 8 . 5 0 3 2 3 5 . 7 0 9 0 3 5 . 7 0 2 5 4 . 4 0 N A N A N A N A 2 0 . 1 0 2 7 0 . 0 0 N E N E D R Y D R Y N A G- 2 3 / 1 0 / 2 0 0 8 2 6 4 . 3 9 N A 7 8 . 5 0 2 9 3 5 . 7 0 9 8 5 0 . 0 0 2 1 4 . 3 9 3 9 . 0 0 2 2 5 . 3 9 4 9 . 0 0 2 1 5 . 3 9 5 0 . 0 0 2 1 4 . 3 9 3 7 . 5 0 2 2 6 . 8 9 D R Y D R Y D R Y G- 3 3 / 1 4 / 2 0 0 8 2 7 9 . 1 7 2 8 0 . 4 4 7 8 . 5 0 4 1 3 5 . 7 0 9 0 4 8 . 1 0 2 3 1 . 0 7 3 2 . 0 0 2 4 7 . 1 7 4 2 . 0 0 2 3 7 . 1 7 4 8 . 1 0 2 3 1 . 0 7 3 4 . 0 0 2 4 5 . 1 7 D R Y D R Y D R Y G- 4 3/ 1 8 / 2 0 0 8 2 5 9 . 0 9 2 6 1 . 0 8 7 8 . 5 0 4 0 3 5 . 7 1 0 1 9 2 . 0 0 1 6 7 . 0 9 4 7 . 0 0 2 1 2 . 0 9 5 7 . 0 0 2 0 2 . 0 9 9 2 . 0 0 1 6 7 . 0 9 6 6 . 0 0 1 9 3 . 0 9 2 1 0 . 5 9 2 1 5 . 0 8 2 1 4 . 9 2 G- 5 3 / 1 8 / 2 0 0 8 2 7 5 . 6 5 2 7 6 . 2 3 7 8 . 5 0 4 3 3 5 . 7 0 9 1 5 4 . 0 0 2 2 1 . 6 5 4 4 . 0 0 2 3 1 . 6 5 5 4 . 0 0 2 2 1 . 6 5 5 4 . 0 0 2 2 1 . 6 5 3 9 . 5 0 2 3 6 . 1 5 2 2 7 . 1 5 2 2 7 . 7 3 2 2 9 . 4 5 G- 6 3 / 2 0 / 2 0 0 8 2 6 5 . 1 2 2 6 8 . 6 4 7 8 . 5 0 4 2 3 5 . 7 0 8 4 4 7 . 0 0 2 1 8 . 1 2 3 7 . 0 0 2 2 8 . 1 2 4 7 . 0 0 2 1 8 . 1 2 4 7 . 0 0 2 1 8 . 1 2 2 7 . 0 0 2 3 8 . 1 2 2 2 6 . 6 2 2 3 4 . 3 9 2 3 5 . 8 6 G- 7 3 / 2 0 / 2 0 0 8 2 8 0 . 6 1 2 8 3 . 4 6 7 8 . 5 0 3 3 3 5 . 7 0 8 6 5 3 . 0 0 2 2 7 . 6 1 4 3 . 0 0 2 3 7 . 6 1 5 3 . 0 0 2 2 7 . 6 1 5 3 . 0 0 2 2 7 . 6 1 4 2 . 0 0 2 3 8 . 6 1 2 3 2 . 1 1 2 3 6 . 1 6 2 3 6 . 0 2 G- 9 3 / 2 4 / 2 0 0 8 2 6 5 . 9 0 2 6 6 . 9 0 7 8 . 5 0 1 8 3 5 . 7 0 8 7 2 4 . 0 0 2 4 1 . 9 0 1 4 . 0 0 2 5 1 . 9 0 2 4 . 0 0 2 4 1 . 9 0 2 4 . 0 0 2 4 1 . 9 0 N E N E D R Y D R Y 2 4 3 . 5 7 G- 1 2 3 / 2 4 / 2 0 0 8 2 5 6 . 1 4 2 5 8 . 0 3 7 8 . 5 0 2 1 3 5 . 7 0 9 6 5 9 . 0 0 1 9 7 . 1 4 4 9 . 0 0 2 0 7 . 1 4 5 9 . 0 0 1 9 7 . 1 4 5 9 . 0 0 1 9 7 . 1 4 N E N E 2 1 7 . 6 4 2 1 9 . 2 3 2 1 9 . 6 7 G- 1 3 3 / 2 5 / 2 0 0 8 2 4 3 . 5 7 2 4 5 . 8 3 7 8 . 5 0 1 6 3 5 . 7 0 9 9 5 5 . 0 0 1 8 8 . 5 7 4 5 . 0 0 1 9 8 . 5 7 5 5 . 0 0 1 8 8 . 5 7 5 5 . 0 0 1 8 8 . 5 7 4 4 . 0 0 1 9 9 . 5 7 2 1 5 . 0 7 2 1 9 . 0 8 2 1 9 . 0 4 G- 1 4 3/ 2 5 / 2 0 0 8 2 3 5 . 9 5 2 3 8 . 4 7 7 8 . 5 0 2 9 3 5 . 7 1 0 6 5 2 . 5 0 1 8 3 . 4 5 4 2 . 5 0 1 9 3 . 4 5 5 2 . 5 0 1 8 3 . 4 5 5 2 . 5 0 1 8 3 . 4 5 3 4 . 0 0 2 0 1 . 9 5 2 1 0 . 9 5 2 1 4 . 0 2 2 1 4 . 4 0 G- 1 5 3/ 2 6 / 2 0 0 8 2 3 1 . 5 1 2 3 1 . 9 0 7 8 . 5 0 4 8 3 5 . 7 1 1 5 6 4 . 5 0 1 6 7 . 0 1 5 4 . 5 0 1 7 7 . 0 1 6 4 . 5 0 1 6 7 . 0 1 6 4 . 5 0 1 6 7 . 0 1 4 4 . 0 0 1 8 7 . 5 1 2 0 4 . 5 1 2 0 5 . 4 0 2 0 1 . 9 2 G- 1 6 3 / 2 6 / 2 0 0 8 2 4 0 . 9 8 2 4 3 . 5 3 7 8 . 5 0 3 9 3 5 . 7 1 0 8 6 8 . 0 0 1 7 2 . 9 8 3 0 . 0 0 2 1 0 . 9 8 4 0 . 0 0 2 0 0 . 9 8 6 8 . 0 0 1 7 2 . 9 8 5 7 . 0 0 1 8 3 . 9 8 2 1 3 . 4 8 2 1 7 . 0 3 2 1 3 . 4 3 G- 1 7 3/ 2 7 / 2 0 0 8 2 5 0 . 7 6 2 5 2 . 8 5 7 8 . 5 0 4 8 3 5 . 7 1 0 8 7 4 . 2 0 1 7 6 . 5 6 6 4 . 2 0 1 8 6 . 5 6 7 4 . 2 0 1 7 6 . 5 6 7 4 . 2 0 1 7 6 . 5 6 N E N E 2 0 5 . 7 6 2 0 9 . 7 5 2 0 9 . 6 8 G- 1 8 3/ 2 8 / 2 0 0 8 2 7 0 . 4 5 2 7 3 . 5 0 7 8 . 5 0 3 5 3 5 . 7 0 9 8 4 4 . 2 0 2 2 6 . 2 5 3 4 . 2 0 2 3 6 . 2 5 4 4 . 2 0 2 2 6 . 2 5 4 4 . 2 0 2 2 6 . 2 5 N E N E D R Y D R Y D R Y G- 1 9 3/ 2 8 / 2 0 0 8 2 5 7 . 9 1 2 5 9 . 2 1 7 8 . 5 0 4 7 3 5 . 7 1 0 1 8 9 . 1 0 1 6 8 . 8 1 7 9 . 1 0 1 7 8 . 8 1 8 9 . 1 0 1 6 8 . 8 1 8 9 . 1 0 1 6 8 . 8 1 8 3 . 0 0 1 7 4 . 9 1 2 0 9 . 9 1 2 1 4 . 2 6 2 1 3 . 7 6 G- 2 0 3 / 2 7 / 2 0 0 8 2 6 5 . 5 2 N A 7 8 . 5 0 4 4 3 5 . 7 0 9 6 9 . 1 0 2 5 6 . 4 2 N A N A N A N A 9 . 1 0 2 5 6 . 4 2 N E N E D R Y D R Y N A G- 2 1 4 / 1 4 / 2 0 0 8 2 5 0 . 3 5 2 5 0 . 9 1 7 8 . 5 0 2 4 3 5 . 7 1 0 0 5 0 . 0 0 2 0 0 . 3 5 4 0 . 0 0 2 1 0 . 3 5 5 0 . 0 0 2 0 0 . 3 5 5 0 . 0 0 2 0 0 . 3 5 1 9 . 0 0 2 3 1 . 3 5 2 1 3 . 8 5 2 1 5 . 3 1 2 1 5 . 4 9 G- 2 2 4/ 1 5 / 2 0 0 8 2 6 1 . 3 9 2 6 7 . 8 0 7 8 . 5 0 4 5 3 5 . 7 0 9 9 6 1 . 7 0 1 9 9 . 6 9 4 6 . 0 0 2 1 5 . 3 9 5 6 . 0 0 2 0 5 . 3 9 6 1 . 7 0 1 9 9 . 6 9 5 5 . 0 0 2 0 6 . 3 9 2 1 2 . 3 9 2 1 9 . 0 0 2 2 3 . 6 9 G- 2 3 4 / 1 5 / 2 0 0 8 2 6 9 . 2 4 2 7 3 . 5 2 7 8 . 5 0 3 4 3 5 . 7 0 8 3 7 3 . 0 0 1 9 6 . 2 4 6 1 . 8 0 2 0 7 . 4 4 7 1 . 8 0 1 9 7 . 4 4 7 3 . 0 0 1 9 6 . 2 4 3 8 . 0 0 2 3 1 . 2 4 2 3 1 . 2 4 2 3 7 . 1 7 2 3 4 . 8 2 P- 8 8 / 2 1 / 2 0 0 1 2 4 2 . 5 5 2 4 0 . 6 8 7 8 . 5 0 5 6 3 5 . 7 1 1 0 3 7 . 0 0 2 0 3 . 6 8 2 2 . 0 0 2 1 8 . 6 8 3 7 . 0 0 2 0 3 . 6 8 N A N A N A N A 2 0 8 . 4 5 2 0 8 . 6 9 N A P- 2 1 8 / 2 1 / 2 0 0 1 2 2 7 . 1 7 2 2 9 . 8 3 7 8 . 5 0 5 0 3 5 . 7 1 1 7 3 8 . 0 0 1 8 9 . 1 7 2 3 . 0 0 2 0 4 . 1 7 3 8 . 0 0 1 8 9 . 1 7 N E N E 3 5 . 0 0 1 9 2 . 2 0 2 0 2 . 5 5 2 0 1 . 7 9 N A We l l 3 8 * 8 / 2 1 / 1 9 9 0 2 3 8 . 4 6 2 4 0 . 0 1 7 8 . 5 0 1 0 3 5 . 7 1 0 6 3 0 . 5 0 2 0 7 . 9 6 3 5 . 5 0 2 0 2 . 9 6 3 0 . 5 0 2 0 7 . 9 6 N E N E N E N E N A N A N A We l l 3 9 * 8 / 2 0 / 1 9 9 0 2 3 8 . 2 7 2 3 9 . 7 7 7 8 . 5 0 1 0 3 5 . 7 1 0 7 3 9 . 5 0 1 9 8 . 7 7 3 7 . 5 0 2 0 0 . 7 7 3 9 . 5 0 1 9 8 . 7 7 N E N E N E N E N A N A N A We l l 4 0 * 8 / 2 3 / 1 9 9 0 2 3 8 . 5 0 2 4 0 . 1 0 7 8 . 5 0 1 0 3 5 . 7 1 0 6 2 3 . 5 0 2 1 5 . 0 0 1 8 . 5 0 2 2 0 . 0 0 2 3 . 5 0 2 1 5 . 0 0 N E N E N E N E N A N A N A Te s t W e l l 2 7 * N A 2 2 3 . 0 0 2 2 5 . 1 5 7 8 . 5 0 4 6 3 5 . 7 1 1 6 3 0 . 0 0 1 9 3 . 0 0 N E N E N E N E N E N E N E N E N A N A N A MW - 1 8/ 2 2 / 2 0 0 1 2 7 8 . 1 7 2 8 0 . 9 5 7 8 . 5 0 1 4 3 5 . 7 0 6 5 4 9 . 0 0 2 2 9 . 1 7 2 4 . 0 0 2 5 4 . 1 7 4 9 . 0 0 2 2 9 . 1 7 N E N E N E N E 2 5 4 . 8 4 2 5 5 . 9 6 N A MW - 2 8/ 2 / 2 0 0 2 2 1 0 . 5 5 2 1 3 . 3 7 7 8 . 5 0 4 5 3 5 . 7 1 2 2 3 5 . 0 0 1 7 5 . 5 5 1 9 . 5 0 1 9 1 . 0 5 3 4 . 5 0 1 7 6 . 0 5 1 5 . 0 0 1 9 5 . 5 5 8 . 0 0 2 0 2 . 5 5 1 9 5 . 8 3 1 9 5 . 5 3 N A MW - 3 7/ 3 1 / 2 0 0 2 2 1 6 . 3 0 2 1 8 . 5 4 7 8 . 5 0 6 3 3 5 . 7 1 2 5 3 4 . 5 0 1 8 1 . 8 0 1 9 . 0 0 1 9 7 . 3 0 3 4 . 0 0 1 8 2 . 3 0 N E N E 2 8 . 0 0 1 8 8 . 3 0 1 8 8 . 5 9 1 8 8 . 6 1 N A MW - 4 8/ 1 / 2 0 0 2 1 9 9 . 0 3 2 0 1 . 5 2 7 8 . 5 0 7 9 3 5 . 7 1 1 9 2 7 . 0 0 1 7 2 . 0 3 1 1 . 5 0 1 8 7 . 5 3 2 6 . 5 0 1 7 2 . 5 3 N E N E 1 8 . 0 0 1 8 1 . 0 3 1 8 5 . 7 0 1 8 7 . 0 2 N A MW - 5 8/ 1 / 2 0 0 2 2 0 0 . 7 9 2 0 3 . 3 8 7 8 . 5 0 7 9 3 5 . 7 1 0 1 2 4 . 0 0 1 7 6 . 7 9 8 . 5 0 1 9 2 . 2 9 2 3 . 5 0 1 7 . 2 9 N E N E 1 3 . 0 0 1 8 7 . 7 9 1 9 5 . 2 7 1 9 4 . 8 8 N A MW - 6 A S 5/ 1 1 / 2 0 1 1 2 1 4 . 7 0 2 1 7 . 4 0 7 8 . 5 0 7 9 3 5 . 7 1 0 1 1 6 . 0 0 2 2 9 . 1 7 5 . 0 0 2 0 9 . 7 0 1 5 . 0 0 1 9 9 . 7 0 1 4 . 0 0 2 0 0 . 7 0 1 1 . 0 0 2 0 3 . 7 0 2 0 6 . 9 0 2 0 7 . 3 5 2 0 8 . 5 0 MW - 6 A D 6/ 1 / 2 0 1 1 2 1 4 . 3 0 2 1 6 . 7 2 7 8 . 5 0 7 4 3 5 . 7 0 8 7 5 7 . 0 0 1 5 7 . 3 0 4 7 . 0 0 1 6 7 . 3 0 5 7 . 0 0 1 5 7 . 3 0 2 0 . 0 0 1 9 4 . 3 0 1 2 . 0 0 2 0 2 . 3 0 2 0 6 . 3 8 2 0 8 . 4 2 N A MW - 7 A S 5/ 1 1 / 2 0 1 1 2 3 5 . 6 0 2 3 8 . 3 5 7 8 . 5 0 4 8 3 5 . 7 0 7 8 3 4 . 0 0 2 0 1 . 6 0 9 . 0 0 2 2 6 . 6 0 2 4 . 0 0 2 1 1 . 6 0 N E N E 1 0 . 0 0 2 2 5 . 6 0 2 2 4 . 2 5 2 2 5 . 3 5 2 2 5 . 1 7 MW - 7 A D 5/ 3 1 / 2 0 1 1 2 3 5 . 3 0 2 3 7 . 2 0 7 8 . 5 0 4 9 3 5 . 7 0 7 8 4 8 . 0 0 1 8 7 . 3 0 3 8 . 0 0 1 9 7 . 3 0 4 8 . 0 0 1 8 7 . 3 0 3 8 . 0 0 1 9 7 . 3 0 1 0 . 0 0 2 2 5 . 3 0 2 1 9 . 1 0 2 2 5 . 1 2 N A NO T E : NA = D a t a N o t A v a i l a b l e / A p p l i c a b l e NE = P W R / b e d r o c k n o t e n c o u n t e r e d PW R = P a r t i a l l y W e a t h e r e d R o c k d e f i n e d a s m a t e r a i l e s h i b i t i n g s t a n d a r d p e n e t r a t i o n t e s t r e s u l t s g r e a t e r t h a n 1 0 0 b l o w s p e r f o o t Me a s u r e m e n t s a r e p r e s e n t e d i n f e e t am s l = a b o v e m e a n s e a l e v e l bg s = b e l o w g r o u n d s u r f a c e * L o g s w e r e n o t l o c a t e d f o r t h e " W e l l " a n d " T e s t W e l l " s e r i e s b o r i n g s p e r t h e 2 0 0 1 S i t e C h a r a c t e r i z a t i o n R e p o r t Bo l d i n d i c a t e e x i s t i n g w e l l l o c a t i o n We l l l o c a t i o n s w e r e r e p o r t e d a b a n d o n e d b y J o y c e E n g i n e e r i n g , c a . 2 0 0 2 a n d D a v i d G a r r e t t a n d A s s o c a i t e s 2 0 1 0 H: \ P r o j e c t s \ B r o w n f i e l d R o a d \ B R O W N F I E L D - 1 5 - 1 ( P e r m i t R e n e w a l 2 0 1 5 ) \ P e r m i t A p p l i c a t i o n \ D e s i g n H y d r o \ t a b l e s \ B r o w n f i e l d D H t a b l e s - - u pd a t e s . x l s x Th i s p a g e i n t e n t i o n a l l y l e f t b l a n k . Ta b l e 2 A Hi s t o r i c G r o u n d w a t e r E l e v a t i o n s - T e m p o r a r y W e l l s Br o w n f i e l d R o a d C & D L a n d f i l l - P h a s e 2 B MG 10/15/15 WE L L 8/ 2 8 / 2 0 0 1 8 / 3 0 / 2 0 0 1 9 / 6 / 2 0 0 1 9 / 1 3 / 2 0 0 1 1 0 / 3 / 2 0 0 1 1 0 / 2 3 / 2 0 0 1 1 0 / 3 1 / 2 0 0 1 1 1 / 9 / 2 0 0 1 1 1 / 1 5 / 2 0 0 1 3 / 1 8 / 2 0 0 8 3 / 1 9 / 2 0 0 8 3 / 2 4 / 2 0 0 8 3 / 2 5 / 2 0 0 8 3 / 2 6 / 2 0 0 8 G- 4 NA N A N A N A N A N A N A N A N A 2 1 0 . 6 0 2 1 5 . 0 8 N A N A N A G- 1 2 NA N A N A N A N A N A N A N A N A N A N A 2 1 7 . 6 0 2 1 9 . 2 3 N A G- 1 3 NA N A N A N A N A N A N A N A N A N A N A N A 2 1 5 . 1 0 2 1 9 . 0 8 G- 1 4 NA N A N A N A N A N A N A N A N A N A N A N A 2 1 0 . 9 5 2 1 4 . 0 2 G- 1 5 NA N A N A N A N A N A N A N A N A N A N A N A N A 2 0 4 . 5 1 G- 1 6 NA N A N A N A N A N A N A N A N A N A N A N A N A 2 1 3 . 4 8 G- 1 7 NA N A N A N A N A N A N A N A N A N A N A N A N A N A G- 1 9 NA N A N A N A N A N A N A N A N A N A N A N A N A N A G- 2 1 NA N A N A N A N A N A N A N A N A N A N A N A N A N A G- 2 2 NA N A N A N A N A N A N A N A N A N A N A N A N A N A P- 8 2 0 8 . 9 3 2 0 8 . 6 8 2 0 8 . 8 0 2 0 8 . 5 6 2 0 8 . 3 5 2 0 8 . 0 7 2 0 7 . 9 5 2 0 7 . 8 0 2 0 7 . 7 3 NA N A N A N A N A P- 2 1 2 0 2 . 0 9 2 0 1 . 8 1 2 0 2 . 0 4 2 0 1 . 7 4 2 0 1 . 6 1 2 0 1 . 4 3 2 0 1 . 3 7 2 0 1 . 2 9 2 0 1 . 2 6 NA N A N A N A N A We l l 3 8 N A N A N A N A N A N A 21 7 . 7 9 2 1 7 . 7 5 2 1 7 . 7 5 NA N A N A N A N A We l l 3 9 N A N A N A N A N A N A 21 7 . 4 5 2 1 7 . 3 9 2 1 7 . 4 1 NA N A N A N A N A We l l 4 0 N A N A N A N A N A N A 21 8 . 0 2 2 1 7 . 9 4 2 1 7 . 9 7 NA N A N A N A N A Te s t W e l l 2 7 NA N A N A N A 20 0 . 6 0 2 0 0 . 4 5 2 0 0 . 3 8 2 0 0 . 2 8 2 0 0 . 3 2 NA N A N A N A N A WE L L 3 / 2 7 / 2 0 0 8 3 / 2 8 / 2 0 0 8 3 / 2 9 / 2 0 0 8 4 / 1 4 / 2 0 0 8 4 / 1 5 / 2 0 0 8 4 / 1 6 / 2 0 0 8 4 / 2 4 / 2 0 0 8 5 / 2 6 / 2 0 0 8 2 / 7 / 2 0 1 4 5 / 1 4 / 2 0 1 5 7 / 3 0 / 2 0 1 5 9 / 2 / 2 0 1 5 LTSH 1Seasonal Hi g h 2 G- 4 NA N A N A N A N A N A 21 2 . 9 3 2 1 3 . 1 2 NA 2 1 4 . 1 4 2 1 2 . 7 8 2 1 2 . 4 2 1 5 . 0 8 2 1 4 . 1 4 G- 1 2 NA N A N A N A N A N A 21 7 . 7 8 2 1 8 . 3 1 NA N A N A N A 2 1 9 . 2 3 N A G- 1 3 NA N A N A N A N A N A 21 6 . 7 8 2 1 7 . 1 5 NA N A N A N A 2 1 9 . 0 8 N A G- 1 4 NA N A N A N A N A N A 21 1 . 8 8 2 1 1 . 8 7 21 1 . 2 6 2 1 2 . 4 3 2 1 0 . 6 5 2 1 0 . 3 2 1 4 . 0 2 2 1 2 . 4 3 G- 1 5 20 5 . 4 0 N A N A N A N A N A 20 1 . 5 3 2 0 1 . 4 5 23 1 . 1 4 * N A 2 2 9 . 4 7 * 2 2 8 . 1 7 * 2 0 4 . 5 1 2 0 5 . 4 G- 1 6 21 7 . 0 3 N A N A N A N A N A 21 0 . 8 8 2 1 1 . 0 1 NA N A N A N A 2 1 3 . 4 8 N A G- 1 7 20 5 . 7 6 2 0 9 . 7 5 N A N A N A N A 20 7 . 5 9 2 0 7 . 5 8 20 4 . 0 1 2 0 7 . 7 5 2 0 6 . 6 2 0 6 . 3 7 0 . 0 0 2 0 7 . 7 5 G- 1 9 NA 2 0 9 . 9 1 2 1 4 . 2 6 N A N A N A 21 2 . 4 6 2 1 2 . 6 6 21 1 . 5 0 2 1 3 . 1 4 2 1 1 . 7 5 2 1 1 . 3 9 0 . 0 0 2 1 3 . 1 4 G- 2 1 NA N A N A 2 1 3 . 8 5 2 1 5 . 3 1 N A 21 4 . 9 3 2 1 5 . 2 1 NA N A N A N A 0 . 0 0 N A G- 2 2 NA N A N A N A 2 1 2 . 3 9 2 1 9 . 0 0 21 7 . 2 8 2 1 7 . 4 1 21 2 . 0 2 2 1 8 . 0 9 2 1 2 . 3 2 1 1 . 9 6 0 . 0 0 2 1 8 . 0 9 P- 8 NA N A N A N A N A N A N A N A N A N A N A N A 2 0 8 . 9 3 N A P- 2 1 NA N A N A N A N A N A N A N A N A N A N A N A 2 0 2 . 0 9 N A We l l 3 8 N A N A N A N A N A N A N A N A N A N A N A N A 2 1 7 . 7 9 N A We l l 3 9 N A N A N A N A N A N A N A N A N A N A N A N A 2 1 7 . 4 5 N A We l l 4 0 N A N A N A N A N A N A N A N A N A N A N A N A 2 1 8 . 0 2 N A Te s t W e l l 2 7 NA N A N A N A N A N A N A N A N A N A N A N A 2 0 0 . 6 0 N A NO T E : 1. L o n g T e r m S e a s o n a l H i g h - H i g h e s t r e c o r d e d g r o u n d w a t e r e l e v a t i o n f r o m ( 2 0 0 1 - 2 0 1 4 ) 2. S e a s o n a l H i g h - H i g h e s t G r o u n d w a t e r E l e v a t i o n R e c o r d e d ( M a y 1 4 , 2 0 1 5 ) 3. N A = D a t a n o t a v a i l a b l e 4. G r o u n d w a t e r e l e v a t i o n s p r e s e n t e d i n f e e t a b o v e m e a n s e a l e v e l ( a m s l ) 5. * B e t w e e n 2 0 0 8 a n d 2 0 1 4 t h e i n t e g r i t y o f G - 1 5 w a s c o m p r o m i s e d , l i k e l y d u e t o s i l t a t i o n ; t h e r e f o r e w a t e r l e v e l s ( * ) a r e n o t r ep r e s e n t a t i v e o f g r o u n d w a t e r a t t h i s l o c a t i o n H:\ P r o j e c t s \ B r o w n f i e l d R o a d \ B R O W N F I E L D - 1 5 - 1 ( P e r m i t R e n e w a l 2 0 1 5 ) \ P e r m i t A p p l i c a t i o n \ D e s i g n H y d r o \ t a b l e s \ B r o w n f i e l d D H t a b l e s - - u pd a t e s . x l s x Th i s p a g e i n t e n t i o n a l l y l e f t b l a n k . Table 2B Historic Groundwater Elevations - Monitroing Wells Brownfield Road C&D Landfill - Phase 2B MG 10/15/15 8/7/2002 6/16/2003 12/1/2003 6/10/2004 12/16/2004 6/5/2005 12/27/2005 6/21/2006 12/1/2006 MW-1 252.98 258.29 258.17 257.17 256.71 256.73 254.10 253.98 253.11 MW-2 195.37 197.10 197.55 196.89 196.85 196.40 196.16 196.27 196.43 MW-3 191.13 195.09 195.62 194.54 193.93 193.41 191.64 192.07 191.83 MW-4 186.43 191.72 191.88 191.12 190.70 190.13 189.84 189.57 189.44 MW-5 191.82 193.45 194.13 193.43 193.38 193.01 193.38 193.18 193.67 MW-6AS NM NM NM NM NM NM NM NM NM MW-6AD NM NM NM NM NM NM NM NM NM MW-7AS NM NM NM NM NM NM NM NM NM MW-7AD NM NM NM NM NM NM NM NM NM 6/28/2007 12/13/2007 6/19/2008 12/2/2008 1/23/2009 6/11/2009 12/10/2009 6/15/2010 12/9/2010 MW-1 254.11 251.52 251.92 250.38 NM 252.94 252.69 255.99 254.44 MW-2 196.29 195.89 195.86 195.86 NM 196.15 196.37 196.11 195.98 MW-3 192.21 190.81 191.95 190.75 191.25 191.92 191.42 192.51 191.34 MW-4 189.32 187.92 189.91 189.90 NM 190.30 191.45 191.10 189.67 MW-5 192.83 192.52 192.46 193.09 NM 193.38 194.82 193.37 192.56 MW-6AS NM NM NM NM NM NM NM NM NM MW-6AD NM NM NM NM NM NM NM NM NM MW-7AS NM NM NM NM NM NM NM NM NM MW-7AD NM NM NM NM NM NM NM NM NM 6/15/2011 12/6/2011 6/14/2012 12/3/2012 6/11/2013 12/2/2013 6/10/2014 12/3/2014 LTSH 3 MW-1 254.05 252.00 252.23 251.19 252.30 253.15 254.61 254.59 258.29 MW-2 195.79 195.82 195.86 195.79 196.51 195.83 196.02 196.07 197.55 MW-3 191.33 190.62 191.24 190.64 191.74 191.11 192.56 191.58 195.62 MW-4 190.04 188.87 189.79 188.61 190.10 189.11 190.28 190.39 191.88 MW-5 192.57 192.60 192.57 192.37 194.19 192.61 192.56 193.01 194.82 MW-6AS 207.99 207.69 208.28 207.55 209.30 208.22 207.51 207.59 209.30 MW-6AD 208.16 207.54 208.13 207.41 208.84 208.07 207.57 NM 208.84 MW-7AS 224.98 225.47 225.75 225.33 227.78 225.58 223.59 NM 227.78 MW-7AD 224.76 225.38 225.73 225.31 227.43 225.34 223.73 NM 227.43 NOTE: 1. Groundwater elevations presented in feet above mean sea level (amsl) 2. NM = Not Monitored 3. Long Term Seasonal High - Highest recorded groundwater elevation from (2002-2014) H:\Projects\Brownfield Road\BROWNFIELD-15-1(Permit Renewal 2015)\Permit Application\Design Hydro\tables\Brownfield DH tables--updates.xlsx This page intentionally left blank. Ta b l e 3 Ge o t e c h n i c a l T e s t R e s u l t s Br o w n f i e l d R o a d C & D L a n d f i l l - P h a s e 2 B MG 10/15/15 We l l Sa m p l e De p t h ( f t . bg s ) Mo i s t u r e Co n t e n t (% ) LL P L P I % G r a v e l (> 4 . 5 m m ) % S a n d (4 . 5 - 0 . 0 7 5 m m ) % F i n e s (< 0 . 0 7 5 m m ) % S i l t 2 (0 . 0 7 5 - 0 . 0 0 5 m m ) % C l a y 2 (< 0 . 0 0 5 m m ) US C S (C l a s s i f i c a t i o n , S y m b o l ) Permeability (cm/sec)Specific Gravity (Assumed)Porosity (%)Effective Porosity 2 (%) P- 8 1 0- 2 N A 6 5 3 4 3 1 0 4 1 5 9 N A N A E l a s t i c S i l t ( M H ) N A N A N A N A G- 1 3 0- 2 0 1 5 . 6 N A N A N A N A N A N A N A N A N A 1 . 0 0 E - 0 7 2 . 7 3 3 . 6 N A G- 1 3 24 - 2 6 2 1 . 3 N P N P N P 0 8 5 . 0 9 1 4 . 9 1 9 . 9 1 5 S i l t y S a n d ( S M ) N A 2 . 7 2 N A 3 0 G- 1 3 26 - 2 8 3 2 . 3 N P N P N P 0 7 9 . 1 2 2 0 . 8 8 1 4 . 8 8 6 S i l t y S a n d ( S M ) 3 . 1 0 E - 0 4 2 . 7 2 4 3 2 8 G- 1 7 0- 2 0 1 2 . 3 3 7 2 3 1 4 1 . 5 9 6 3 . 1 8 3 5 . 2 3 2 2 . 2 3 1 3 C l a y e y S a n d ( S C ) N A 2 . 7 2 N A 1 8 G- 1 7 0- 1 . 5 9 . 2 3 2 2 2 1 0 4 . 1 8 6 3 . 8 6 3 1 . 9 6 1 3 . 9 6 1 8 C l a y e y S a n d ( S C ) N A 2 . 7 2 N A 1 5 G- 1 7 3. 5 - 5 1 4 . 6 3 1 2 6 5 4 . 4 2 7 1 . 9 8 2 3 . 6 1 9 . 6 1 1 4 S i l t y S a n d ( S M ) N A 2 . 7 2 N A 2 0 G- 1 7 8. 5 - 1 0 1 3 . 8 3 2 2 1 1 1 0 7 5 . 3 1 2 4 . 6 9 9 . 6 9 1 5 C l a y e y S a n d ( S C ) N A 2 . 7 2 N A 1 6 G- 1 7 18 . 5 - 2 0 1 8 . 0 3 6 3 3 3 0 7 2 . 2 2 2 7 . 7 8 1 2 . 7 8 1 5 S i l t y S a n d ( S M ) N A 2 . 7 2 N A 1 6 G- 1 7 23 . 5 - 2 5 1 6 . 7 3 9 3 8 1 0 8 1 . 5 1 8 . 5 1 1 . 5 7 S i l t y S a n d ( S M ) N A 2 . 7 2 N A 2 8 G- 1 7 28 . 5 - 3 0 1 4 . 8 N P N P N P 0 7 3 . 8 1 2 6 . 1 9 1 8 . 1 9 8 S i l t y S a n d ( S M ) N A 2 . 7 2 N A 2 5 G- 1 7 33 . 5 - 3 5 2 0 . 7 N P N P N P 0 8 0 . 1 2 1 9 . 8 8 1 2 . 8 8 7 S i l t y S a n d ( S M ) N A 2 . 7 2 N A 2 7 G- 1 7 38 . 5 - 4 0 2 3 . 0 N P N P N P 0 8 6 . 6 1 3 . 4 1 0 . 4 3 S i l t y S a n d ( S M ) N A 2 . 7 2 N A 3 4 G- 1 7 43 . 5 - 4 5 2 3 . 5 3 1 3 0 1 0 8 7 1 3 1 0 3 S i l t y S a n d ( S M ) N A 2 . 7 2 N A 3 0 G- 1 7 48 . 5 - 5 0 2 4 . 5 3 3 3 1 2 0 8 8 . 5 6 1 1 . 4 4 1 0 . 4 4 1 P o o r l y G r a d e d S a n d w i t h S i l t ( S P - S M ) N A 2 . 7 2 N A 3 5 G- 1 7 53 . 5 - 5 5 2 5 . 5 N P N P N P 0 6 8 . 6 3 3 1 . 3 7 3 0 . 3 7 1 S i l t y S a n d ( S M ) N A 2 . 7 2 N A 2 8 G- 1 7 58 . 5 - 6 0 2 6 . 4 N P N P N P 0 8 2 1 8 1 4 4 S i l t y S a n d ( S M ) N A 2 . 7 2 N A 3 0 NO T E : 1. D a t a f r o m T a b l e 7 i n M a t e r i a l R e v c o v e r y , L L C C & D S i t e A p p l i c a t i o n , V o l u m e 1 - S e c t i o n 2 , b y J o y c e E n g i n e e r i n g , I n c . , D e c e m b e r 2 0 0 1 NA = N o t A v a i l a b l e NP = N o n - P l a s t i c M a t e r i a l 2. P e r c e n t S i l t , P e r c e n t C l a y a n d E f f e c t i v e P o r o s i t y c a l c u l a t e d b y D a v i d G a r r e t t i n T a b l e 2 , G e o t e c h n i c a l L a b o r a t o r y D a t a , W C A Br o w n d i e l d R o a d CD L F P h a s e 2 , D e s i g n H y d r o g e o l o g i c R e p o r t , J u n e 2 0 0 8 . " V a l u e s c a l c u l a t e d f r o m T e x t u r a l C l a s s i f i c a t i o n T r i a n g l e m e t h o d r e f e r e n c ed t o A . I . Jo h n s t o n , U S G e o l o g i c a l S u r v e y W a t e r S u p p l y P a p e r 1 6 6 2 - D , 1 9 6 7 ( a f t e r F e t t e r , A p p l i e d H y d r o g e o l o g y , 3 r d e d . 1 9 8 8 ) . " H: \ P r o j e c t s \ B r o w n f i e l d R o a d \ B R O W N F I E L D - 1 5 - 1 ( P e r m i t R e n e w a l 2 0 1 5 ) \ P e r m i t A p p l i c a t i o n \ D e s i g n H y d r o \ t a b l e s \ B r o w n f i e l d D H t a b l e s - - u pd a t e s . x l s x Th i s p a g e i n t e n t i o n a l l y l e f t b l a n k . Table 4 Historical Precipitation Data (1980-2015) Brownfield Road C&D Landfill - Phase 2B By: MG Date: 8/17/2015 1980 1981 1982 1983 Month Value (in) Month Value (in) Month Value (in) Month Value (in) 1 3.57 1 1.28 1 5.49 1 2.58 2 2.28 2 3.79 2 5.21 2 7.94 3 5.19 3 1.85 3 3.84 3 6.19 4 2.94 4 0.43 4 3.12 4 4.26 5 2.3 5 2.80 5 6.14 5 7.21 6 2.41 6 1.45 6 7.12 6 2.92 7 3.05 7 4.02 7 3.52 7 3.40 8 1.26 8 7.22 8 6.11 8 1.24 9 6.19 9 2.40 9 2.14 9 4.12 10 3.62 10 3.38 10 2.70 10 3.58 11 3.11 11 0.84 11 2.09 11 3.45 12 1.18 12 5.53 12 4.17 12 5.67 Total 37.10 Total 34.99 Total 51.65 Total 52.56 1984 1985 1986 1987 Month Value (in) Month Value (in) Month Value (in) Month Value (in) 1 4.08 1 4.81 1 1.53 1 8.79 2 5.43 2 3.56 2 2.21 2 5.04 3 6.01 3 1.63 3 2.22 3 3.98 4 4.98 4 3.07 4 0.48 4 7.33 5 4.83 5 2.1 5 1.33 5 1.94 6 ND 6 3.33 6 1.48 6 1.33 7 10.95 7 8.01 7 2.42 7 2.13 8 3.71 8 3.86 8 10.42 8 3.72 9 4.63 9 1.02 9 0.43 9 4.43 10 1.91 10 2.22 10 1.53 10 1.14 11 1.13 11 5.11 11 2.94 11 2.56 12 1.96 12 1.43 12 3.04 12 3.26 Total 49.62 Total 40.15 Total 30.03 Total 45.65 1988 1989 1990 1991 Month Value (in) Month Value (in) Month Value (in) Month Value (in) 1 2.76 1 1.77 1 2.95 1 4.34 2 2.60 2 5.56 2 ND 2 0.34 3 2.04 3 6.20 3 5.72 3 4.47 4 2.69 4 5.23 4 1.65 4 1.76 5 2.48 5 5.59 5 4.99 5 3.54 6 3.73 6 7.17 6 2.36 6 4.68 7 4.30 7 4.30 7 4.68 7 10.50 8 4.01 8 4.55 8 6.63 8 5.67 9 3.99 9 3.39 9 0.37 9 1.64 10 3.30 10 5.41 10 4.96 10 1.15 11 4.44 11 3.92 11 2.20 11 0.97 12 0.81 12 3.52 12 3.34 12 3.31 Total 37.15 Total 56.61 Total 39.85 Total 42.37 H:\Projects\Brownfield Road\BROWNFIELD-15-1(Permit Renewal 2015)\Permit Application\Design Hydro\tables\precip\Brownfield precip 1980 - 2015.xls Table 4 Historical Precipitation Data (1980-2015) Brownfield Road C&D Landfill - Phase 2B By: MG Date: 8/17/2015 1992 1993 1994 1995 Month Value (in) Month Value (in) Month Value (in) Month Value (in) 1 ND 1 4.60 1 3.90 1 3.60 2 2.18 2 1.26 2 4.11 2 4.91 3 ND 3 6.00 3 4.91 3 5.66 4 ND 4 4.81 4 1.77 4 0.79 5 ND 5 2.79 5 2.59 5 3.36 6 ND 6 0.41 6 3.26 6 12.97 7 0.73 7 4.02 7 4.35 7 4.48 8 5.87 8 2.27 8 4.30 8 11.08 9 2.35 9 2.41 9 3.61 9 5.27 10 2.89 10 4.14 10 4.74 10 7.85 11 7.15 11 3.19 11 2.72 11 4.63 12 2.39 12 3.21 12 1.24 12 1.38 Total 23.56 Total 39.11 Total 41.5 Total 65.98 1996 1997 1998 1999 Month Value (in) Month Value (in) Month Value (in) Month Value (in) 1 4.53 1 3.12 1 8.33 1 6.77 2 2.65 2 2.58 2 5.30 2 1.63 3 3.04 3 4.08 3 6.32 3 3.36 4 3.97 4 4.52 4 1.95 4 1.78 5 4.94 5 1.73 5 2.86 5 0.88 6 2.3 6 ND 6 1.57 6 1.68 7 6.8 7 ND 7 6.06 7 3.13 8 5.91 8 ND 8 4.30 8 3.72 9 8.97 9 ND 9 4.78 9 20.62 10 4.53 10 1.37 10 1.15 10 5.04 11 3.85 11 ND 11 1.06 11 1.55 12 3.79 12 3.82 12 3.08 12 2.32 Total 55.28 Total* 21.22 Total 46.76 Total 52.48 2000 2001 2002 2003 Month Value (in) Month Value (in) Month Value (in) Month Value (in) 1 5.76 1 1.32 1 5.27 1 3.13 2 1.78 2 2.92 2 2.11 2 5.62 3 1.93 3 5.81 3 2.9 3 7.90 4 3.82 4 2.64 4 1.6 4 5.33 5 0.89 5 1.70 5 2.43 5 4.64 6 6.91 6 6.57 6 1.39 6 4.70 7 5.55 7 6.37 7 6.59 7 7.80 8 7.40 8 4.36 8 5.4 8 8.77 9 7.36 9 3.07 9 2.98 9 4.26 10 0.00 10 1.11 10 6.85 10 3.88 11 2.37 11 1.17 11 3.53 11 2.34 12 1.45 12 1.45 12 4.53 12 3.82 Total 45.22 Total 38.49 Total 45.58 Total 62.19 H:\Projects\Brownfield Road\BROWNFIELD-15-1(Permit Renewal 2015)\Permit Application\Design Hydro\tables\precip\Brownfield precip 1980 - 2015.xls Table 4 Historical Precipitation Data (1980-2015) Brownfield Road C&D Landfill - Phase 2B By: MG Date: 8/17/2015 2004 2005 2006 2007 Month Value (in) Month Value (in) Month Value (in) Month Value (in) 1 1.25 1 3.03 1 3.70 1 2.88 2 3.36 2 3.08 2 1.38 2 2.25 3 2.36 3 5.40 3 1.34 3 3.39 4 2.75 4 3.21 4 4.03 4 3.06 5 4.55 5 3.57 5 5.38 5 1.67 6 7.07 6 3.10 6 7.22 6 2.82 7 4.91 7 5.73 7 2.68 7 3.33 8 13.39 8 3.83 8 4.15 8 1.39 9 4.81 9 1.48 9 6.09 9 2.49 10 1.02 10 2.84 10 4.37 10 5.42 11 3.77 11 5.29 11 8.68 11 0.84 12 1.02 12 6.21 12 3.93 12 5.20 Total 50.26 Total 46.77 Total 52.95 Total 34.74 2008 2009 2010 2011 Month Value (in) Month Value (in) Month Value (in) Month Value (in) 1 1.38 1 2.43 1 4.31 1 1.29 2 3.22 2 1.28 2 3.15 2 1.74 3 3.5 3 6.89 3 5.47 3 4.46 4 6.59 4 0.96 4 1.35 4 5.13 5 3.12 5 4.04 5 6.75 5 3.85 6 1.78 6 6.15 6 2.59 6 1.66 7 5.01 7 6.29 7 3.98 7 2.68 8 2.52 8 4.21 8 9.68 8 7.22 9 8.6 9 3.04 9 7.93 9 2.24 10 1.56 10 2.37 10 1.39 10 2.2 11 4.29 11 7.08 11 1.38 11 4.21 12 3.98 12 6.79 12 3.41 12 1.59 Total 45.55 Total 51.53 Total 51.39 Total 38.27 2012 2013 2014 2015 Month Value (in) Month Value (in) Month Value (in) Month Value (in) 1 2.38 1 2.25 1 7.43 1 5.34 2 2.76 2 4.3 2 3.63 2 3.85 3 5.21 3 1.92 3 6 3 4.43 4 4.16 4 3.88 4 4.68 4 4.28 5* 5.64 5 4.09 5 4.62 5 2.44 6 1.69 6 12.99 6 4.07 6 4.51 7 6.65 7 11.77 7 7.76 7 7.95 8 4.01 8 2.94 8 7.9 8 1.76 9 7.04 9* 5.58 9 8.56 9 6.27 10 2.82 10 1.62 10 5.1701 10* 3.43 11 0.88 11 3.61 11 4.4201 11 -- 12 4.56 12 5.45 12 6.04 12 -- Total 47.80 Total 60.40 Total 70.28 Total* 44.26 H:\Projects\Brownfield Road\BROWNFIELD-15-1(Permit Renewal 2015)\Permit Application\Design Hydro\tables\precip\Brownfield precip 1980 - 2015.xls This page intentionally left blank. 0. 0 0 10 . 0 0 20 . 0 0 30 . 0 0 40 . 0 0 50 . 0 0 60 . 0 0 70 . 0 0 80 . 0 0 P r e c i p i t a t i o n ( i n c h e s ) Ye a r Ta b l e 4 H y d r o g r a p h An n u a l P r e c i p i t a t i o n - C O O P 3 1 1 8 2 0 C l a y t o n W T P Annual Precipitation Th i s p a g e i n t e n t i o n a l l y l e f t b l a n k . Table 5 Groundwater Gradient and Velocity Brownfield Road C&D Landfill - Phase 2B MG 10/15/15 Well Hydraulic Conductivity (K) (cm/sec) Hydraulic Conductivity (K)(ft/day) Hydraulic Gradient (i) Effective Porosity α (n) (%) Velocity (ft/day) G-4 1.47E-04 0.418 0.01911 0.31 0.025769 G-14 1.83E-04 0.518 0.01680 0.31 0.028068 G-17 2.03E-03 5.760 0.02696 0.3 0.517647 G-19 3.71E-03 10.517 0.02385 0.3 0.835967 NOTE: 2. Velocity Calculated using: V = Ki/n where: V = Velocity K = Hydraulic Conductivity i = Hydraulic Gradient n = Effective Porosity 3. Hydraulic Gradient values calculated from 2015 Seasonal High Potmap in this report as Figure 7B. 1. Data from Table 7: Horizontal Groundwater Gradient and Velocity Calculations, WCA Brownfield Road CDLF Phase2, Design Hydrogeologic Investigation by David Garrett and Associates, June 2008. 4. Effective Porosity values assigned based on publised literature, adjusted for average rock core RQD values, ref. Sinhal and Gupta, 1999. H:\Projects\Brownfield Road\BROWNFIELD-15-1(Permit Renewal 2015)\Permit Application\Design Hydro\tables\Brownfield DH tables--updates.xlsx Table 6 Subgrade Separation Summary Brownfield Road C&D Landfill - Phase 2B MG 10/15/15 Well Proposed Subgrade Composite Long- Term Season High Top of Rock Vertical Separation of Subgrade above Composite Long-Term Seasonal High Vertical Separation of Subgrade above Top of Rock G-14 230.04 214.02 183.45 16.02 46.59 G-15 221.31 205.40 167.01 15.91 54.3 G-16 222.32 217.03 172.98 5.29 49.34 G-17 236.99 209.75 176.56 27.24 60.43 P-21 228.27 202.55 NE 25.72 NE Test Well 27 212.00 200.60 NE 11.4 NE NOTE: 1. Data is presented in units of feet above mean sea level (amsl) 2. Proposed subgrade elevations were extrapolated from the Application for Permit to Construct 3. NE = Not Encountered H:\Projects\Brownfield Road\BROWNFIELD-15-1(Permit Renewal 2015)\Permit Application\Design Hydro\tables\Brownfield DH tables--updates.xlsx Appendix A Boring Logs Design Hydrogeologic Report Wake Reclamation, LLC. Brownfield Road C&D Landfill - Phase 2B Raleigh, North Carolina This page intentionally left blank. David Garrett and Associates Engineering and Geology Boring No. Client and Project Equipment Drilling Method Date Started Date Ended Ground Elevation Water Level, TOB Water Level, 24 Hr. Stabilized LevelLogged byDrilling Firm Total DepthComments Depths in feet, referenced b.g.s. 284 282 280 278 276 274 272 270 268 266 264 262 260 258 Elev. SPT Depth, Value and Plot Strata Depth and Description (USCS)Piezometer Constuction Data Observation Date N = 0 20 40 60 80 100 BPF ofPage11 C-7 WCA Brown Field Road C&D Landfill Expansion CME 75 HSA/NQWL Core 3/11/08 3/11/08 Bore & Core, Inc.Brian Boutin 285.49 DRY 29.4 0.0 3.5 8.5 13.5 2924 51819 50/6 667 SM MH MH MH 1.0 4.5 12.0 16.4 19.4 SILTY SAND: loam; brown SILTY SAND: micaceous; mica, qtz, felds., rock frags; some silt; vf to c sand; tan to brown SANDY SILT: some very fine to medium sand; weathered granite fragments; dark brown SANDY SILT: little very fine to fine sand; little clay; relict rock texture; micaceous; hard drilling beginning appr. 14.5' bgs; auger refusal at 16.4 ft. GRANITE: Core Run #1: massive, hard, very competent; REC = 100%, RQD = 100% GRANITE: Core Run #2: as above; several small fractures and quartz veins; hard, competent. REC = 98%, RQD = 98% Boring Terminated at 29.4 feet David Garrett and Associates Engineering and Geology Boring No. Client and Project Equipment Drilling Method Date Started Date Ended Ground Elevation Water Level, TOB Water Level, 24 Hr. Stabilized LevelLogged byDrilling Firm Total DepthComments Depths in feet, referenced b.g.s. 292 290 288 286 284 282 280 278 276 274 272 270 268 266 264 Elev. SPT Depth, Value and Plot Strata Depth and Description (USCS)Piezometer Constuction Data Observation Date N = 0 20 40 60 80 100 BPF ofPage11 C-8 WCA Brown Field Road C&D Landfill Expansion CME 75 HSA/NQWL Core 3/12/08 3/12/08 Bore & Core, Inc.Brian Boutin 293.15 DRY 30.3 0.0 3.5 8.5 13.5 450/6 112429 6610 459 SM SM SM SM 17.9 20.2 SILTY SAND: little to some silt; fine to coarse sand; highly weathered granite; abundant quartz, feldspar, mica; relict rock texture with depth; mineral banding appr. 8 to 12 ft. bgs; auger refusal at 17.9 ft. GRANITE: Core Run #1: REC = 89%, RQD = 89% GRANITE: Core Run #2: massive; very competent; porphyritic; several subhorizontal quartz veins > 1" thick; hard, competent. REC = 99%, RQD = 99% Boring Terminated at 30.3 feet David Garrett and Associates Engineering and Geology Boring No. Client and Project Equipment Drilling Method Date Started Date Ended Ground Elevation Water Level, TOB Water Level, 24 Hr. Stabilized LevelLogged byDrilling Firm Total DepthComments Depths in feet, referenced b.g.s. 290 288 286 284 282 280 278 276 274 272 270 268 266 264 262 260 258 256 Elev. SPT Depth, Value and Plot Strata Depth and Description (USCS)Piezometer Constuction Data Observation Date N = 0 20 40 60 80 100 BPF ofPage11 C-10 WCA Brown Field Road C&D Landfill Expansion CME 75 HSA/NQWL Core 3/13/08 3/14/08 Bore & Core, Inc.Brian Boutin 290.10 DRY 35.7 3.5 8.5 13.5 18.5 101318 11179 1678 101214 50/1 CL SM SM SM 4.0 20.1 25.7 SILTY CLAY: some silt; semi- friable; tr. fine to medium sand; weathered qtz, feldspar, mica frags; red-brown SILTY SAND: micaceous; weathered mica, quartz, feldspar, rock fragments; some silt; very fine to coarse sand; boulders at appr. 7 to 9 ft.; gray to brown GRANITE: Core Run #1: massive, hard, very competent; few thin quartz veins; steep angle fratures. REC = 100%, RQD = 100% GRANITE: Core Run #2: as above; apr. 1 ft. thick pegmatite intrusion from 29.7 to 30.7 ft.; megacrystaline with qtz and feldspar abundant; several sub- horizontal fractures; hard, competent. REC = 100%, RQD = 100% David Garrett and Associates Engineering and Geology Boring No. Client and Project Equipment Drilling Method Date Started Date Ended Ground Elevation Water Level, TOB Water Level, 24 Hr. Stabilized LevelLogged byDrilling Firm Total DepthComments Depths in feet, referenced b.g.s. 278 276 274 272 270 268 266 264 262 260 258 256 254 252 250 248 246 244 Elev. SPT Depth, Value and Plot Strata Depth and Description (USCS)Piezometer Constuction Data Observation Date N = 0 20 40 60 80 100 BPF ofPage12 G-3 WCA Brown Field Rd. Phase 2 C&D Expansion CME 75 HSA 3/14/08 3/14/08 Bore & Core, Inc.Brian Boutin 279.17 Dry Dry Dry 48.1 4/24/08 0.0 3.5 8.5 13.5 18.5 23.5 28.5 33.5 223 588 666 9910 101113 171924 343944 4850/3 SM SM SM SM SM SM SM SM34.0 SILTY SAND: some silt; very fine to coarse sand; micaceous; weathered quartz, feldspar, mica and rock fragments; tan- red-brown PWR: Weathered granite; very dense and variably hard; numerous rock frags. near base Grout 0 to 28.0 ft. Bentonite Seal 28.0 to 30.0 ft. Sand Pack 30.0 to 42.0 ft. David Garrett and Associates Engineering and Geology Boring No. Client and Project Equipment Drilling Method Date Started Date Ended Ground Elevation Water Level, TOB Water Level, 24 Hr. Stabilized LevelLogged byDrilling Firm Total DepthComments Depths in feet, referenced b.g.s. 242 240 238 236 234 232 Elev. SPT Depth, Value and Plot Strata Depth and Description (USCS)Piezometer Constuction Data Observation Date N = 0 20 40 60 80 100 BPF ofPage22 G-3 WCA Brown Field Rd. Phase 2 C&D Expansion CME 75 HSA 3/14/08 3/14/08 Bore & Core, Inc.Brian Boutin 279.17 Dry Dry Dry 48.1 4/24/08 38.5 43.5 372231 100 SM SM PWR: Weathered granite; very dense and variably hard; numerous rock frags. near base of section 0.010" slotted screen 32.0 to 42.0 ft. Auger Refusal at 48.1 feet David Garrett and Associates Engineering and Geology Boring No. Client and Project Equipment Drilling Method Date Started Date Ended Ground Elevation Water Level, TOB Water Level, 24 Hr. Stabilized LevelLogged byDrilling Firm Total DepthComments Depths in feet, referenced b.g.s. 274 272 270 268 266 264 262 260 258 256 254 252 250 248 246 244 242 240 Elev. SPT Depth, Value and Plot Strata Depth and Description (USCS)Piezometer Constuction Data Observation Date N = 0 20 40 60 80 100 BPF ofPage12 G-5 WCA Brown Field Rd. Phase 2 C&D Expansion CME 75 HSA 3/18/08 3/18/08 Bore & Core, Inc.Brian Boutin 275.65 48.5 46.52 46.78 54.0 4/24/08 0.0 3.5 8.5 13.5 18.5 23.5 28.5 33.5 212 2410 132318 1077 476 468 121823 143042 MH MH MH SM SM SM SM SM 2.5 31.0 SILTY SAND: some silt; very fine to fine sand; loose; brown SANDY SILT: micaceous; some very fine to coarse sand becomes finer near base of section; quartz, feldspar, mica rock fragments; relict rock texture; tan-brown SILTY SAND: some silt; very fine to fine sand; relict rock texture; tan Grout 0.0 to 40.0 ft. David Garrett and Associates Engineering and Geology Boring No. Client and Project Equipment Drilling Method Date Started Date Ended Ground Elevation Water Level, TOB Water Level, 24 Hr. Stabilized LevelLogged byDrilling Firm Total DepthComments Depths in feet, referenced b.g.s. 238 236 234 232 230 228 226 224 222 Elev. SPT Depth, Value and Plot Strata Depth and Description (USCS)Piezometer Constuction Data Observation Date N = 0 20 40 60 80 100 BPF ofPage22 G-5 WCA Brown Field Rd. Phase 2 C&D Expansion CME 75 HSA 3/18/08 3/18/08 Bore & Core, Inc.Brian Boutin 275.65 48.5 46.52 46.78 54.0 4/24/08 38.5 43.5 48.5 53.5 313650/4 50/1 50/0 50/0 SM SM SM 39.5 SILTY SAND: (same as above) PWR: Weathered granite; variably dense Bentonite Seal 40.0 to 42.0 ft. Sand Pack 42.0 to 54.0 ft. 0.010" slotted screen 44.0 to 54.0 ft.Auger Refusal at 54.0 feet David Garrett and Associates Engineering and Geology Boring No. Client and Project Equipment Drilling Method Date Started Date Ended Ground Elevation Water Level, TOB Water Level, 24 Hr. Stabilized LevelLogged byDrilling Firm Total DepthComments Depths in feet, referenced b.g.s. 264 262 260 258 256 254 252 250 248 246 244 242 240 238 236 234 232 230 Elev. SPT Depth, Value and Plot Strata Depth and Description (USCS)Piezometer Constuction Data Observation Date N = 0 20 40 60 80 100 BPF ofPage12 G-6 WCA Brown Field Rd. Phase 2 C&D Expansion CME 75 HSA 3/20/08 3/20/08 Bore & Core, Inc.Brian Boutin 265.12 38.5 34.25 32.78 47.0 4/24/08 0.0 3.5 8.5 13.5 18.5 23.5 28.5 33.5 233 91111 576 679 111311 182428 50/3 50/4 SM MH SM SM SM SM SM SM 2.0 7.5 27.0 SILTY SAND: Loam; some silt; fine to medium sand; SANDY SILT: micaceous; some fine to medium sand; weathered quartz, feldspar, mica; tan-brown SILTY SAND: some silt; very fine to coarse sand; micaceous; weathered quartz, feldspar, mica, rock fragments; slight rock texture; brown PWR: Weathered granite; variably dense with alternating hard and soft seams; rock frags. at base of unit Grout 0.0 to 33.0 ft. Bentonite Seal 33.0 to 35.0 ft. David Garrett and Associates Engineering and Geology Boring No. Client and Project Equipment Drilling Method Date Started Date Ended Ground Elevation Water Level, TOB Water Level, 24 Hr. Stabilized LevelLogged byDrilling Firm Total DepthComments Depths in feet, referenced b.g.s. 228 226 224 222 220 Elev. SPT Depth, Value and Plot Strata Depth and Description (USCS)Piezometer Constuction Data Observation Date N = 0 20 40 60 80 100 BPF ofPage22 G-6 WCA Brown Field Rd. Phase 2 C&D Expansion CME 75 HSA 3/20/08 3/20/08 Bore & Core, Inc.Brian Boutin 265.12 38.5 34.25 32.78 47.0 4/24/08 38.5 43.5 50/3 50/5 SM SM PWR: Weathered granite; variably dense with alternating hard and soft seams; rock frags. at base of unit Sand Pack 35.0 to 47.0 ft. 0.010" slotted screen 37.0 to 47.0 ft.Auger Refusal at 47.0 feet David Garrett and Associates Engineering and Geology Boring No. Client and Project Equipment Drilling Method Date Started Date Ended Ground Elevation Water Level, TOB Water Level, 24 Hr. Stabilized LevelLogged byDrilling Firm Total DepthComments Depths in feet, referenced b.g.s. 280 278 276 274 272 270 268 266 264 262 260 258 256 254 252 250 248 246 244 Elev. SPT Depth, Value and Plot Strata Depth and Description (USCS)Piezometer Constuction Data Observation Date N = 0 20 40 60 80 100 BPF ofPage12 G-7 WCA Brown Field Rd. Phase 2 C&D Expansion CME 75 HSA 3/20/08 3/20/08 Bore & Core, Inc.Brian Boutin 280.61 48.5 47.30 47.47 53.0 4/24/08 0.0 3.5 8.5 13.5 18.5 23.5 28.5 33.5 111 334 434 466 657 8912 101111 141821 SM CL SM SM SM SM SM SM 2.0 7.5 SILTY SAND: Loam; some silt; fine to medium sand; SILTY CLAY: micaceous; some silt; litle fine to coarse sand; plastic; red-brown SILTY SAND: some silt; very fine to coarse sand; micaceous; weathered quartz, feldspar, mica, rock fragments; relict rock texture; tan-brown Grout 0.0 to 39.0 ft. David Garrett and Associates Engineering and Geology Boring No. Client and Project Equipment Drilling Method Date Started Date Ended Ground Elevation Water Level, TOB Water Level, 24 Hr. Stabilized LevelLogged byDrilling Firm Total DepthComments Depths in feet, referenced b.g.s. 242 240 238 236 234 232 230 228 Elev. SPT Depth, Value and Plot Strata Depth and Description (USCS)Piezometer Constuction Data Observation Date N = 0 20 40 60 80 100 BPF ofPage22 G-7 WCA Brown Field Rd. Phase 2 C&D Expansion CME 75 HSA 3/20/08 3/20/08 Bore & Core, Inc.Brian Boutin 280.61 48.5 47.30 47.47 53.0 4/24/08 38.5 43.5 48.5 182124 50/4 50/1 SM SM SM 42.0 SILTY SAND: some silt; very fine to coarse sand; micaceous; weathered quartz, feldspar, mica, rock fragments; relict rock texture; tan-brown PWR: Weathered granite; variably dense with alternating hard and soft seams; rock frags. at base of unit Bentonite Seal 39.0 to 41.0 ft. Sand Pack 41.0 to 53.0 ft. 0.010" slotted screen 43.0 to 53.0 ft.Auger Refusal at 53.0 feet David Garrett and Associates Engineering and Geology Boring No. Client and Project Equipment Drilling Method Date Started Date Ended Ground Elevation Water Level, TOB Water Level, 24 Hr. Stabilized LevelLogged byDrilling Firm Total DepthComments Depths in feet, referenced b.g.s. 264 262 260 258 256 254 252 250 248 246 244 242 Elev. SPT Depth, Value and Plot Strata Depth and Description (USCS)Piezometer Constuction Data Observation Date N = 0 20 40 60 80 100 BPF ofPage11 G-9 WCA Brown Field Rd. Phase 2 C&D Expansion CME 75 HSA 3/24/08 3/24/08 Bore & Core, Inc.Brian Boutin 265.90 Dry Dry 23.33 24.0 4/25/08 0.0 3.5 8.5 13.5 18.5 23.5 325 457 346 578 566 50/0 CL ML ML ML ML 4.0 SILTY CLAY: some silt; little very fine to fine sand; micaceous; semi-plastic; red- brown SANDY SILT: some very fine to fine sand; micaceous; relict rock texture; numerous rock frags. at base of section Grout 0 to 10.0 ft. Bentonite Seal 10.0 to 12.0 ft. Sand Pack 12.0 to 24.0 ft. 0.010" slotted screen 14.0 to 24.0 ft.Auger Refusal at 24.0 feet David Garrett and Associates Engineering and Geology Boring No. Client and Project Equipment Drilling Method Date Started Date Ended Ground Elevation Water Level, TOB Water Level, 24 Hr. Stabilized LevelLogged byDrilling Firm Total DepthComments Depths in feet, referenced b.g.s. 264 262 260 258 Elev. SPT Depth, Value and Plot Strata Depth and Description (USCS)Piezometer Constuction Data Observation Date N = 0 20 40 60 80 100 BPF ofPage11 G-20 WCA Brown Field Rd. Phase 2 C&D Expansion CME 75 HSA 3/27/08 3/27/08 Bore & Core, Inc.Brian Boutin 265.52 Dry Dry 9.1 0.0 3.5 50/6 6915 1050/5 SM SM SM SILTY SAND: micaceous; some silt; very fine to coarse sand; weathered granite boulders; gray-brown Auger refusal at 9.1 feet David Garrett and Associates Engineering and Geology Boring No. Client and Project Equipment Drilling Method Date Started Date Ended Ground Elevation Water Level, TOB Water Level, 24 Hr. Stabilized LevelLogged byDrilling Firm Total DepthComments Depths in feet, referenced b.g.s. 268 266 264 262 260 258 256 254 252 250 248 246 244 242 240 238 236 234 Elev. SPT Depth, Value and Plot Strata Depth and Description (USCS)Piezometer Constuction Data Observation Date N = 0 20 40 60 80 100 BPF ofPage12 G-23 WCA Brown Field Rd. Phase 2 C&D Expansion CME 75 HSA 4/15/08 4/15/08 Bore & Core, Inc.Brian Boutin 269.24 38.0 36.35 34.42 73.0 4/24/08 0.0 3.5 8.5 13.5 18.5 23.5 28.5 33.5 356 7810 698 5810 71112 81111 91313 81111 SM SM MH MH MH SM SM SM 7.0 12.0 19.5 SILTY SAND: micaceous; some silt; trace clay; very fine to coarse sand; weathered qurtz, feldspar, mica frags.; red-brown SANDY SILT: some very fine to coarse sand; micaceous; weathered quartz, feldspar, mica frags.; tan-red-brown SILT: highly micaceous; loose; light brown SILTY SAND: some silt; very fine to coarse sand; trace fine gravel; micaceous; weathered quartz, feldspar, mica, rock frags.; relict rock texture; variably dense; tan-brown; Grout 0.0 to 57.8 ft. David Garrett and Associates Engineering and Geology Boring No. Client and Project Equipment Drilling Method Date Started Date Ended Ground Elevation Water Level, TOB Water Level, 24 Hr. Stabilized LevelLogged byDrilling Firm Total DepthComments Depths in feet, referenced b.g.s. 232 230 228 226 224 222 220 218 216 214 212 210 208 206 204 202 200 198 Elev. SPT Depth, Value and Plot Strata Depth and Description (USCS)Piezometer Constuction Data Observation Date N = 0 20 40 60 80 100 BPF ofPage22 G-23 WCA Brown Field Rd. Phase 2 C&D Expansion CME 75 HSA 4/15/08 4/15/08 Bore & Core, Inc.Brian Boutin 269.24 38.0 36.35 34.42 73.0 4/24/08 38.5 43.5 48.5 53.5 58.5 63.5 68.5 71115 151841 204050/5 263550/6 212831 2550/6 183135 SM SM SM SM MH SM SM SILTY SAND: (See above) very dense, interlayered with PWR Bentonite Seal 57.8 to 59.8 ft. Sand Pack 59.8 to 71.8 ft. 0.010" slotted screen 61.8 to 71.8 ft. Auger Refusal at 73.0 feet This page intentionally left blank. Appendix B Geotechnical Laboratory Data Design Hydrogeological Report Wake Reclamation, LLC. Brownfield Road C&D Landfill - Phase 2B Raleigh, North Carolina This page intentionally left blank. Th i s p a g e i n t e n t i o n a l l y l e f t b l a n k . Appendix C Aquifer Pump Test Results Design Hydrogeological Report Wake Reclamation, LLC. Brownfield Road C&D Landfill - Phase 2B Raleigh, North Carolina This page intentionally left blank. Ta b l e 3 Hy d r o g e o l o g i c P r o p e r t i e s o f L i t h o l o g i c U n i t s Pi e z o m e t e r H y d r o l o g i c a l H y d r o g e o l o g i c a l A v e r a g e R Q D E f f e c t i v e T o t a l Hy d r a u l i c C o n d u c t i v i t y ( k ) Nu m b e r U n i t De s c r i p t i o n (1 ) fo r S c r e e n I n t e r v a l Po r o s i t y (2 , 3 ) Po r o s i t y (2 , 3 ) ft / m i n f t / d a y c m / s e c G- 4 1A S i l t y S a n d ( m i c a c e o u s ) N A 31 % 4 3 % 2 . 9 0 E - 0 4 4 . 1 8 E - 0 1 1 . 4 7 E - 0 4 G- 5 1B PW R NA 31 % 4 3 % 3 . 9 0 E - 0 5 5 . 6 2 E - 0 2 1 . 9 8 E - 0 5 G- 6 1B / 1 B PW R NA 33 % 4 5 % 1 . 4 0 E - 0 4 2 . 0 2 E - 0 1 7 . 1 1 E - 0 5 G- 1 2 1A S i l t y S a n d ( m i c a c e o u s ) N A 31 % 4 3 % 2 . 7 0 E - 0 4 3 . 8 9 E - 0 1 1 . 3 7 E - 0 4 G- 1 3 1A S i l t y S a n d ( m i c a c e o u s ) N A 31 % 4 3 % 3 . 2 0 E - 0 3 4 . 6 1 E + 0 0 1 . 6 3 E - 0 3 G- 1 4 1A / 1 B S i l t y S a n d - P W R NA 31 % 4 3 % 3 . 6 0 E - 0 4 5 . 1 8 E - 0 1 1 . 8 3 E - 0 4 G- 1 5 1B PW R NA 29 % 4 1 % 5 . 9 0 E - 0 3 8 . 5 0 E + 0 0 3 . 0 0 E - 0 3 G- 1 6 1A S i l t y S a n d ( m i c a c e o u s ) N A 29 % 4 1 % 1 . 6 0 E - 0 3 2 . 3 0 E + 0 0 8 . 1 3 E - 0 4 G- 1 7 1A S i l t y S a n d ( m i c a c e o u s ) N A 30 % 4 2 % 4 . 0 0 E - 0 3 5 . 7 6 E + 0 0 2 . 0 3 E - 0 3 G- 1 9 1A / 1 B S a n d y S i l t - P W R NA 30 % 4 2 % 7 . 3 0 E - 0 3 1 . 0 5 E + 0 1 3 . 7 1 E - 0 3 G- 2 1 1B PW R NA 33 % 4 5 % 7 . 1 0 E - 0 4 1 . 0 2 E + 0 0 3 . 6 1 E - 0 4 G- 2 3 1A S i l t y S a n d ( m i c a c e o u s ) N A 30 % 4 2 % 1 . 5 0 E - 0 3 2 . 1 6 E + 0 0 7 . 6 2 E - 0 4 No t e s S l u g t e s t d a t a a c q u i s i t i o n a n d d a t a r e d u c t i o n p e r f o r m e d b y D a v i d G a r r e t t & A s s o c i a t e s To p o f U n i t 1 i s w a t e r t a b l e (1 ) Un i t 1 A - ( S P T < 1 0 0 b p f ) . Un i t 1 B - ( g e n e r a l l y w i t h S P T v a l u e s i n e x c e s s o f 1 0 0 b p f ) Un i t 2 - C o n s o l i d a t e d , f r a c t u r e d r o c k ( v a r i a b l y w e a t h e r e d ) (2 ) To t a l a n d E f f e c t i v e p o r o s i t y v a l u e s f o r s o i l s a s s i g n e d b a s e d o n l a b o r a t o r y t e s t i n g ( s e e T a b l e 2 ) (s o i l s i n c o n t a c t w i t h w e l l s c r e e n i n t e r v a l t a k e n i n t o c o n s i d e r a t i o n ) (3 ) To t a l a n d E f f e c t i v e p o r o s i t y v a l u e s f o r b e d r o c k a s s i g n e d b a s e d o n p u b l i s h e d l i t e r a t u r e , a d j u s t e d f o r av g . r o c k c o r e R Q D v a l u e s , r e f . S i n h a l a n d G u p t a , 1 9 9 9 ( f u r n i s h e d c o u r t e s y o f N C D E N R S W S ) WC A B r o w n f i e l d R o a d C D L F P h a s e 2 6/ 1 8 / 2 0 0 8 Design Hydrogeologic Report 0. 10 . 20 . 30 . 40 . 50 . 0. 11. 10 . Ti m e ( m i n ) D i s p l a c e m e n t (f t ) WC A B R O W N - F I E L D R O A D : G - 4 S L U G T E S T Da t a S e t : C: \ B R I A N S \ P R O J E C T S \ D A V I D G ~ 1 \ B R O W N F ~ 1 \ S L U G T E ~ 1 Da t e : 04 / 2 9 / 0 8 Ti m e : 11:41:50 PR O J E C T I N F O R M A T I O N Co m p a n y : Da v i d G a r r e t t & A s s o c i a t e s Cl i e n t : WC A Te s t L o c a t i o n : Ra l e i g h , N C Te s t W e l l : G- 4 Te s t D a t e : 4/ 2 4 / 0 8 SO L U T I O N Aq u i f e r M o d e l : Un c o n f i n e d So l u t i o n M e t h o d : Bo u w e r - R i c e K = 0. 0 0 0 2 9 4 4 ft /m i n y0 = 7. 3 9 5 ft AQ U I F E R D A T A Sa t u r a t e d T h i c k n e s s : 43 . 8 5 ft An i s o t r o p y R a t i o ( K z / K r ) : 0. 1 WE L L D A T A In i t i a l D i s p l a c e m e n t : 7. 4 9 9 ft Wa t e r C o l u m n H e i g h t : 8. 8 5 ft Ca s i n g R a d i u s : 0. 0 8 3 3 ft We l l b o r e R a d i u s : 0. 2 6 ft Sc r e e n L e n g t h : 10 . ft Gr a v e l P a c k P o r o s i t y : 0. 3 9 0. 8. 16 . 24 . 32 . 40 . 1. 10 . Ti m e ( m i n ) D i s p l a c e m e n t ( f t ) WC A B R O W N - F I E L D R O A D : G - 5 S L U G T E S T Da t a S e t : C: \ B R I A N S \ P R O J E C T S \ D A V I D G ~ 1 \ B R O W N F ~ 1 \ S L U G T E ~ 1 Da t e : 04 / 2 9 / 0 8 Ti m e : 11:48:42 PR O J E C T I N F O R M A T I O N Co m p a n y : Da v i d G a r r e t t & A s s o c i a t e s Cl i e n t : WC A Te s t L o c a t i o n : Ra l e i g h , N C Te s t W e l l : G- 5 Te s t D a t e : 4/ 2 4 / 0 8 SO L U T I O N Aq u i f e r M o d e l : Un c o n f i n e d So l u t i o n M e t h o d : Bo u w e r - R i c e K = 3. 8 7 E - 0 5 ft /m i n y0 = 2. 7 5 6 ft AQ U I F E R D A T A Sa t u r a t e d T h i c k n e s s : 6. 6 4 ft An i s o t r o p y R a t i o ( K z / K r ) : 0. 1 WE L L D A T A In i t i a l D i s p l a c e m e n t : 6. 2 2 4 ft Wa t e r C o l u m n H e i g h t : 6. 6 4 ft Ca s i n g R a d i u s : 0. 0 8 3 3 ft We l l b o r e R a d i u s : 0. 2 6 ft Sc r e e n L e n g t h : 10 . ft Gr a v e l P a c k P o r o s i t y : 0. 3 9 0. 20 . 40 . 60 . 80 . 10 0 . 0. 11. 10 . Ti m e ( m i n ) D i s p l a c e m e n t ( f t ) WC A B R O W N - F I E L D R O A D : G - 6 S L U G T E S T Da t a S e t : C: \ B R I A N S \ P R O J E C T S \ D A V I D G ~ 1 \ B R O W N F ~ 1 \ S L U G T E ~ 1 Da t e : 04 / 2 9 / 0 8 Ti m e : 12:43:04 PR O J E C T I N F O R M A T I O N Co m p a n y : Da v i d G a r r e t t & A s s o c i a t e s Cl i e n t : WC A Te s t L o c a t i o n : Ra l e i g h , N C Te s t W e l l : G- 6 Te s t D a t e : 4/ 2 4 / 0 8 SO L U T I O N Aq u i f e r M o d e l : Un c o n f i n e d So l u t i o n M e t h o d : Bo u w e r - R i c e K = 0. 0 0 0 1 3 5 9 ft /m i n y0 = 7. 3 8 1 ft AQ U I F E R D A T A Sa t u r a t e d T h i c k n e s s : 10 . 7 ft An i s o t r o p y R a t i o ( K z / K r ) : 0. 1 WE L L D A T A In i t i a l D i s p l a c e m e n t : 8. 2 5 2 ft Wa t e r C o l u m n H e i g h t : 10 . 7 ft Ca s i n g R a d i u s : 0. 0 8 3 3 ft We l l b o r e R a d i u s : 0. 2 6 ft Sc r e e n L e n g t h : 10 . ft Gr a v e l P a c k P o r o s i t y : 0. 3 9 0. 16 . 32 . 48 . 64 . 80 . 0. 11. 10 . Ti m e ( m i n ) D i s p l a c e m e n t ( f t ) WC A B R O W N - F I E L D R O A D : G - 1 2 S L U G T E S T Da t a S e t : C: \ B R I A N S \ P R O J E C T S \ D A V I D G ~ 1 \ B R O W N F ~ 1 \ S L U G T E ~ 1 Da t e : 04 / 2 9 / 0 8 Ti m e : 12:49:10 PR O J E C T I N F O R M A T I O N Co m p a n y : Da v i d G a r r e t t & A s s o c i a t e s Cl i e n t : WC A Te s t L o c a t i o n : Ra l e i g h , N C Te s t W e l l : G- 1 2 Te s t D a t e : 4/ 2 4 / 0 8 SO L U T I O N Aq u i f e r M o d e l : Un c o n f i n e d So l u t i o n M e t h o d : Bo u w e r - R i c e K = 0. 0 0 0 2 6 5 1 ft /m i n y0 = 8. 1 1 5 ft AQ U I F E R D A T A Sa t u r a t e d T h i c k n e s s : 18 . 7 5 ft An i s o t r o p y R a t i o ( K z / K r ) : 0. 1 WE L L D A T A In i t i a l D i s p l a c e m e n t : 8. 1 1 4 ft Wa t e r C o l u m n H e i g h t : 18 . 7 5 ft Ca s i n g R a d i u s : 0. 0 8 3 3 ft We l l b o r e R a d i u s : 0. 2 6 ft Sc r e e n L e n g t h : 10 . ft Gr a v e l P a c k P o r o s i t y : 0. 3 9 0. 2. 4. 6. 8. 10 . 0. 11. 10 . 10 0 . Ti m e ( m i n ) D i s p l a c e m e n t ( f t ) WC A B R O W N - F I E L D R O A D : G - 1 3 S L U G T E S T Da t a S e t : C: \ B R I A N S \ P R O J E C T S \ D A V I D G ~ 1 \ B R O W N F ~ 1 \ S L U G T E ~ 1 Da t e : 04 / 2 9 / 0 8 Ti m e : 12:59:00 PR O J E C T I N F O R M A T I O N Co m p a n y : Da v i d G a r r e t t & A s s o c i a t e s Cl i e n t : WC A Te s t L o c a t i o n : Ra l e i g h , N C Te s t W e l l : G- 1 3 Te s t D a t e : 4/ 2 4 / 0 8 SO L U T I O N Aq u i f e r M o d e l : Un c o n f i n e d So l u t i o n M e t h o d : Bo u w e r - R i c e K = 0. 0 0 3 2 0 1 ft /m i n y0 = 12 . 1 1 ft AQ U I F E R D A T A Sa t u r a t e d T h i c k n e s s : 25 . 9 5 ft An i s o t r o p y R a t i o ( K z / K r ) : 0. 1 WE L L D A T A In i t i a l D i s p l a c e m e n t : 12 . 1 1 ft Wa t e r C o l u m n H e i g h t : 25 . 9 5 ft Ca s i n g R a d i u s : 0. 0 8 3 3 ft We l l b o r e R a d i u s : 0. 2 6 ft Sc r e e n L e n g t h : 10 . ft Gr a v e l P a c k P o r o s i t y : 0. 3 9 0. 10 . 20 . 30 . 40 . 50 . 0. 11. 10 . Ti m e ( m i n ) D i s p l a c e m e n t ( f t ) WC A B R O W N - F I E L D R O A D : G - 1 4 S L U G T E S T Da t a S e t : C: \ B R I A N S \ P R O J E C T S \ D A V I D G ~ 1 \ B R O W N F ~ 1 \ S L U G T E ~ 1 Da t e : 04 / 2 9 / 0 8 Ti m e : 13:06:22 PR O J E C T I N F O R M A T I O N Co m p a n y : Da v i d G a r r e t t & A s s o c i a t e s Cl i e n t : WC A Te s t L o c a t i o n : Ra l e i g h , N C Te s t W e l l : G- 1 4 Te s t D a t e : 4/ 2 4 / 0 8 SO L U T I O N Aq u i f e r M o d e l : Un c o n f i n e d So l u t i o n M e t h o d : Bo u w e r - R i c e K = 0. 0 0 0 3 6 2 5 ft /m i n y0 = 8. 0 3 4 ft AQ U I F E R D A T A Sa t u r a t e d T h i c k n e s s : 25 . 9 1 ft An i s o t r o p y R a t i o ( K z / K r ) : 0. 1 WE L L D A T A In i t i a l D i s p l a c e m e n t : 8. 2 0 3 ft Wa t e r C o l u m n H e i g h t : 25 . 9 1 ft Ca s i n g R a d i u s : 0. 0 8 3 3 ft We l l b o r e R a d i u s : 0. 2 6 ft Sc r e e n L e n g t h : 10 . ft Gr a v e l P a c k P o r o s i t y : 0. 3 9 0. 1. 2. 3. 4. 5. 0. 0 1 0. 11. 10 . Ti m e ( m i n ) D i s p l a c e m e n t ( f t ) WC A B R O W N - F I E L D R O A D : G - 1 5 S L U G T E S T Da t a S e t : C: \ B R I A N S \ P R O J E C T S \ D A V I D G ~ 1 \ B R O W N F ~ 1 \ S L U G T E ~ 1 Da t e : 04 / 2 9 / 0 8 Ti m e : 13:14:14 PR O J E C T I N F O R M A T I O N Co m p a n y : Da v i d G a r r e t t & A s s o c i a t e s Cl i e n t : WC A Te s t L o c a t i o n : Ra l e i g h , N C Te s t W e l l : G- 1 5 Te s t D a t e : 4/ 2 4 / 0 8 SO L U T I O N Aq u i f e r M o d e l : Un c o n f i n e d So l u t i o n M e t h o d : Bo u w e r - R i c e K = 0. 0 0 5 9 3 6 ft /m i n y0 = 10 . 6 3 ft AQ U I F E R D A T A Sa t u r a t e d T h i c k n e s s : 34 . 6 3 ft An i s o t r o p y R a t i o ( K z / K r ) : 0. 1 WE L L D A T A In i t i a l D i s p l a c e m e n t : 9. 9 6 6 ft Wa t e r C o l u m n H e i g h t : 34 . 6 3 ft Ca s i n g R a d i u s : 0. 0 8 3 3 ft We l l b o r e R a d i u s : 0. 2 6 ft Sc r e e n L e n g t h : 10 . ft Gr a v e l P a c k P o r o s i t y : 0. 3 9 0. 4. 8. 12 . 16 . 20 . 0. 11. 10 . Ti m e ( m i n ) D i s p l a c e m e n t ( f t ) WC A B R O W N - F I E L D R O A D : G - 1 6 S L U G T E S T Da t a S e t : C: \ B R I A N S \ P R O J E C T S \ D A V I D G ~ 1 \ B R O W N F ~ 1 \ S L U G T E ~ 1 Da t e : 04 / 2 9 / 0 8 Ti m e : 13:30:17 PR O J E C T I N F O R M A T I O N Co m p a n y : Da v i d G a r r e t t & A s s o c i a t e s Cl i e n t : WC A Te s t L o c a t i o n : Ra l e i g h , N C Te s t W e l l : G- 1 6 Te s t D a t e : 4/ 2 4 / 0 8 SO L U T I O N Aq u i f e r M o d e l : Un c o n f i n e d So l u t i o n M e t h o d : Bo u w e r - R i c e K = 0. 0 0 1 6 3 8 ft /m i n y0 = 7. 4 3 ft AQ U I F E R D A T A Sa t u r a t e d T h i c k n e s s : 35 . 2 5 ft An i s o t r o p y R a t i o ( K z / K r ) : 0. 1 WE L L D A T A In i t i a l D i s p l a c e m e n t : 7. 6 2 6 ft Wa t e r C o l u m n H e i g h t : 35 . 2 5 ft Ca s i n g R a d i u s : 0. 0 8 3 3 ft We l l b o r e R a d i u s : 0. 2 6 ft Sc r e e n L e n g t h : 10 . ft Gr a v e l P a c k P o r o s i t y : 0. 3 9 0. 1. 4 2. 8 4. 2 5. 6 7. 0. 11. 10 . 10 0 . Ti m e ( m i n ) D i s p l a c e m e n t ( f t ) WC A B R O W N - F I E L D R O A D : G - 1 7 S L U G T E S T Da t a S e t : C: \ B R I A N S \ P R O J E C T S \ D A V I D G ~ 1 \ B R O W N F ~ 1 \ S L U G T E ~ 1 Da t e : 04 / 2 9 / 0 8 Ti m e : 13:41:38 PR O J E C T I N F O R M A T I O N Co m p a n y : Da v i d G a r r e t t & A s s o c i a t e s Cl i e n t : WC A Te s t L o c a t i o n : Ra l e i g h , N C Te s t W e l l : G- 1 7 Te s t D a t e : 4/ 2 4 / 0 8 SO L U T I O N Aq u i f e r M o d e l : Un c o n f i n e d So l u t i o n M e t h o d : Bo u w e r - R i c e K = 0. 0 0 3 9 9 4 ft /m i n y0 = 10 . 2 5 ft AQ U I F E R D A T A Sa t u r a t e d T h i c k n e s s : 40 . ft An i s o t r o p y R a t i o ( K z / K r ) : 0. 1 WE L L D A T A In i t i a l D i s p l a c e m e n t : 10 . 3 9 ft Wa t e r C o l u m n H e i g h t : 28 . 9 4 ft Ca s i n g R a d i u s : 0. 0 8 3 3 ft We l l b o r e R a d i u s : 0. 2 6 ft Sc r e e n L e n g t h : 10 . ft Gr a v e l P a c k P o r o s i t y : 0. 3 9 0. 0. 6 1. 2 1. 8 2. 4 3. 0. 11. 10 . Ti m e ( m i n ) D i s p l a c e m e n t ( f t ) WC A B R O W N - F I E L D R O A D : G - 1 9 S L U G T E S T Da t a S e t : C: \ B R I A N S \ P R O J E C T S \ D A V I D G ~ 1 \ B R O W N F ~ 1 \ S L U G T E ~ 1 Da t e : 04 / 2 9 / 0 8 Ti m e : 13:50:18 PR O J E C T I N F O R M A T I O N Co m p a n y : Da v i d G a r r e t t & A s s o c i a t e s Cl i e n t : WC A Te s t L o c a t i o n : Ra l e i g h , N C Te s t W e l l : G- 1 9 Te s t D a t e : 4/ 2 4 / 0 8 SO L U T I O N Aq u i f e r M o d e l : Un c o n f i n e d So l u t i o n M e t h o d : Bo u w e r - R i c e K = 0. 0 0 7 3 1 9 ft /m i n y0 = 9. 3 4 3 ft AQ U I F E R D A T A Sa t u r a t e d T h i c k n e s s : 42 . 3 5 ft An i s o t r o p y R a t i o ( K z / K r ) : 0. 1 WE L L D A T A In i t i a l D i s p l a c e m e n t : 9. 2 8 6 ft Wa t e r C o l u m n H e i g h t : 42 . 3 5 ft Ca s i n g R a d i u s : 0. 0 8 3 3 ft We l l b o r e R a d i u s : 0. 2 6 ft Sc r e e n L e n g t h : 10 . ft Gr a v e l P a c k P o r o s i t y : 0. 3 9 0. 6. 12 . 18 . 24 . 30 . 0. 0 1 0. 11. 10 . Ti m e ( m i n ) D i s p l a c e m e n t ( f t ) WC A B R O W N - F I E L D R O A D : G - 2 1 S L U G T E S T Da t a S e t : C: \ B R I A N S \ P R O J E C T S \ D A V I D G ~ 1 \ B R O W N F ~ 1 \ S L U G T E ~ 1 Da t e : 04 / 2 9 / 0 8 Ti m e : 14:12:13 PR O J E C T I N F O R M A T I O N Co m p a n y : Da v i d G a r r e t & A s s o c i a t e s Cl i e n t : WC A Te s t L o c a t i o n : Ra l e i g h , N C Te s t W e l l : G- 2 1 Te s t D a t e : 4/ 2 4 / 0 8 SO L U T I O N Aq u i f e r M o d e l : Un c o n f i n e d So l u t i o n M e t h o d : Bo u w e r - R i c e K = 0. 0 0 0 7 0 4 6 ft /m i n y0 = 4. 1 0 4 ft AQ U I F E R D A T A Sa t u r a t e d T h i c k n e s s : 14 . 0 2 ft An i s o t r o p y R a t i o ( K z / K r ) : 0. 1 WE L L D A T A In i t i a l D i s p l a c e m e n t : 4. 2 7 ft Wa t e r C o l u m n H e i g h t : 14 . 0 2 ft Ca s i n g R a d i u s : 0. 0 8 3 3 ft We l l b o r e R a d i u s : 0. 2 6 ft Sc r e e n L e n g t h : 10 . ft Gr a v e l P a c k P o r o s i t y : 0. 3 9 0. 4. 8. 12 . 16 . 20 . 0. 11. 10 . Ti m e ( m i n ) D i s p l a c e m e n t ( f t ) WC A B R O W N F I E L D R O A D : G - 2 3 S L U G T E S T Da t a S e t : C: \ B R I A N S \ P R O J E C T S \ D A V I D G ~ 1 \ B R O W N F ~ 1 \ S L U G T E ~ 1 Da t e : 04 / 2 9 / 0 8 Ti m e : 14:19:09 PR O J E C T I N F O R M A T I O N Co m p a n y : Da v i d G a r r e t t & A s s o c i a t e s Cl i e n t : WC A Te s t L o c a t i o n : Ra l e i g h , N C Te s t W e l l : G- 2 3 Te s t D a t e : 4/ 2 4 / 0 8 SO L U T I O N Aq u i f e r M o d e l : Un c o n f i n e d So l u t i o n M e t h o d : Bo u w e r - R i c e K = 0. 0 0 1 4 7 2 ft /m i n y0 = 8. 2 5 3 ft AQ U I F E R D A T A Sa t u r a t e d T h i c k n e s s : 34 . 3 ft An i s o t r o p y R a t i o ( K z / K r ) : 0. 1 WE L L D A T A In i t i a l D i s p l a c e m e n t : 9. 6 2 6 ft Wa t e r C o l u m n H e i g h t : 34 . 3 ft Ca s i n g R a d i u s : 0. 0 8 3 3 ft We l l b o r e R a d i u s : 0. 2 6 ft Sc r e e n L e n g t h : 10 . ft Gr a v e l P a c k P o r o s i t y : 0. 3 9